The URL can be used to link to this page

Home My WebLink About3109 S Artesia St #2 - PlanA ACCES ACCESSORY ACOUS ACOUSTIC(AL) AFF ABOVE FINISHED FLOOR AL ALUMINUM ALT ALTERNATE ANNUNC ANNUNCIATOR ANOD ANODIZED APPL APPLIANCE ARCH ARCHITECT(URAL) AUTO AUTOMATIC AVG AVERAGE &AND B BLDG BUILDING BOLLD BOLLARD BD BOARD BLKG BLOCKING BRDLM BROADLOOM BU BUILT UP C CAB CABINET CPT CARPET CEM CEMENT(ITIOUS) CER CERAMIC CLG CEILING COATG COATING COILG COILING CONC CONCRETE CONSTR CONSTRUCTION CONT CONTINUOUS(ATION) CONTR CONTRACT(OR) COV COVER CMU CONCRETE MASONRY UNIT D DBL DOUBLE DEPT DEPARTMENT DES DESIGN(ED) DET DETAIL DF DRINKING FOUNTAIN DIA DIAMETER DIFF DIFFUSER DIM DIMENSION DISP DISPENSER DIV DIVISION DN DOWN $DOLLAR (US CURRENCY) DR DOOR DSCON DISCONNECT DWR DRAWER E ELAST ELASTOMERIC ELEC ELECTRICAL EMBED EMBEDD(ED)(ING) ENGR ENGINEER(ED) ENTR ENTRANCE EQ EQUAL EQUIP EQUIPMENT EXIST EXISTING EXP JT EXPANSION JOINT EXPS EXPOSE(D) EXT EXTERIOR F FAB FABRICATION FD FLOOR DRAIN FE FIRE EXTINGUISHER FEC FIRE EXTINGUISHER AND CABINET FHC FIRE HOSE CABINET FIN FINISH FLDG FOLDING FPLC FIREPLACE FR FIRE RAT(ING)(ED) FRMG FRAMING FXD FIXED FXTR FIXTURE FLR FLOOR(ING) FURN FURNITURE FWC FABRIC WALL COVERING G GA GAUGE GFRC GLASS FIBER REINFORCED CONCRETE GFRG GLASS FIBER REINFORCED GYPSUM GFRP GLASS FIBER REINFORCED PLASTER GL GLASS GR GRAD(E)(ING) GYP GYPSUM H HD HEAD HDWD HARDWOOD HDWE HARDWARE HM HOLLOW METAL HORIZ HORIZONTAL HVAC HEATING, VENTILATING, AND AIR CONDITIONING I INFO INFORMATION INSTRUM INSTRUMENT(ATION) INSUL INSULATION INTLK INTERLOCK(ING) INT INTERIOR INFILTR INFILTRATION J JAN JANITOR K KIT KITCHEN L LAV LAVATORY LB POUND £BRITISH POUND (CURRENCY) LT LIGHT LVLG LEVELING LVR LOUVER M MAX MAXIMUM MFD MANUFACTURED MFR MANUFACTURER MECH MECHANICAL MET METAL MEMB MEMBRANE MEZZ MEZZANINE MIN MINIMUM MISC MISCELLANEOUS MLWK MILLWORK MOIST MOISTURE MOT MOTOR(IZED) MTD MOUNTED N NIC NOT IN CONTRACT NO NUMBER NTS NOT TO SCALE O ORNA ORNAMENTAL OVFL OVERFLOW OVHD OVERHEAD OPNG OPENING(S) OPR OPERABLE P PTN PARTITION PEDTR PEDESTRIAN PBD PARTICLE BOARD PNL PANEL POLYST POLYSTYRENE PORT PORTABLE PREFIN PREFINISHED PREFAB PREFABRICATED PLAM PLASTIC LAMINATE PLAS PLASTER PLSTC PLASTIC PLYWD PLYWOOD PRTECN PROTECTION R RDR READER RECES RECESSED RECPT RECEPTACLE REF REFER(ENCE) REFL REFLECTED REFR REFRIGERATOR REQD REQUIRED RESIS RESIST(ANT)(IVE) REINF REINFORCE(D)(ING)(MENT) RESIL RESILIENT RFG ROOFING RM ROOM RO ROUGH OPENING S SCR SCRIBE SECUR SECURITY SF SQUARE FEET SGL SINGLE SHORG SHORING SIM SIMILAR SST STAINLESS STEEL STD STANDARD STL STEEL STRFR STOREFRONT STRUCT STRUCTURAL SURF SURFACE SUSP SUSPENDED SYS SYSTEM(S) T THK THICK TLT TOILET TRAF TRAFFIC TRANS TRANSPARENT TRTD TREATED T&G TONGUE AND GROOVE TYP TYPICAL U UNDRLAY UNDERLAYMENT UTIL UTILITY UNO UNLESS NOTED OTHERWISE V VEH VEHICLE VERT VERTICAL VIF VERIFY IN FIELD W W/WITH WC WATER CLOSET WD WOOD WDW WINDOW W/O WITHOUT WT WEIGHT WTRPRF WATERPROOFING OWNER: 3109 S ARTESIA ST SANTA ANA CA 92704 Contact: VICKY TANG Phone:714. 829. 5013 Email: vickytang@yahoo.com ABBREVIATIONS ABBREVIATIONS (CONT.) PROJECT INFORMATION DRAWING INDEX PROJECT TEAM ARCHITECTURAL LEGENDS REVISION EQUIPMENT SYMBOL KEYNOTE DOOR NUMBER / FINISH TYPE WINDOW SYMBOL PLAN NORTH GRID OR COLUMN LINE DIMENSION FINISH ELEVATION ELEVATION CENTER LINE FACE DIMENSION CENTER LINE SECTION NUMBER PORTION OF PLAN SHOWN MATCH LINE DRAWN SHEET WHERE SHEET WHERE DRAWN ELEVATION NUMBER INTERIOR ELEVATION: SHEET WHERE DRAWN SECTION: DETAIL: DETAIL NUMBER A WALL TYPE FLUSH FINISH MATERIALS ENGINER OF RECORD / STRUCTURAL ENGINEER: PROJECT DESIGNER: VICINITY MAP ALL CONSTRUCTION SHALL CONFORM TO ALL GOVERNING LAWS, CODES AND ORDINANCES INCLUDING BUT NOT LIMITED TO THE FOLLOWING: 1. TITLE 24 OF THE CALIFORNIA ADMINISTRATIVE CODE, THE 2022 CBC 2. 2022 CALIFORNIA ELECTRICAL CODE 3. 2022 CALIFORNIA MECHANICAL CODE 4. 2022 CALIFORNIA PLUMBING CODE 5. 2022 CALIFORNIA FIRE CODE 6. 2022 CALIFORNIA ENERGY CODE 7. 2022 CALIFORNIA GREEN CODE 8. 2022 CALIFORNIA RESIDENTIAL CODE CITY OF SANTA ANA MUNICIPAL CODE. CODE / AGENCIES CONFORMANCES PROJECT ADDRESS: ASSESSOR'S PARCEL NO.: ZONING : FRONT YARD: 20' REAR SETBACK: 10' 3109 S ARTESIA ST SANTA ANA CA 92704 R-1 SINGLE FAMILY RESIDENTIALBUILDING CLASSIFICATION : CONSTRUCTION TYPE : 412 232 28 2 FOR EXISTING MAIN SFD 1 FOR NEW ADU LOT NO.: SETBACKS: PROJECT SCOPE OF WORK CONSTRUCTION MEANS CONSTRUCTING, CLEARING, GRADING OR EXCAVATION THAT RESULT IN SOIL DISTURBANCE. CONSTRUCTION INCLUDES STRUCTURE TEARDOWN (DEMOLITION). IT DOES NOT INCLUDE ROUTINE MAINTENANCE TO MAINTAIN ORIGINAL LINE AND GRADE, HYDRAULIC CAPACITY, OR ORIGINAL PURPOSE OF FACILITY; EMERGENCY CONSTRUCTION ACTIVITIES REQUIRED TO IMMEDIATELY PROTECT PUBLIC HEALTH AND SAFETY; INTERIOR REMODELING WITH NO OUTSIDE EXPOSURE OF CONSTRUCTION MATERIAL OR CONSTRUCTION WASTE TO STORM WATER; MECHANICAL PERMIT WORK; OR SIGN PERMIT WORK. 1.ERODED SEDIMENTS AND POLLUTANTS SHALL BE RETAINED ON SITE AND SHALL NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE OR WIND. 2.STOCKPILES OF EARTH AND OTHER CONSTRUCTION-RELATED MATERIALS SHALL BE COVERED AND/OR PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY WIND OR WATER. 3.FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND SHALL NOT CONTAMINATE THE SOIL NOR THE SURFACE WATERS. ALL APPROVED TOXIC STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF PROPERLY AND SHALL NOT BE WASHED INTO THE DRAINAGE SYSTEM. 4.NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND ANY OTHER ACTIVITY SHALL BE CONTAINED ON THE PROJECT SITE. 5.EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTE ON-SITE UNTIL IT CAN BE APPROPRIATELY DISPOSED OF OR RECYCLED. 6.TRASH AND CONSTRUCTION -RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF STORM WATER AND DISPERSAL BY WIND. 7.SEDIMENTS AND OTHER MATERIALS SHALL NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE STREET/PUBLIC WAYS. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR BY ANY OTHER MEANS. 8.RETENTION BASINS OF SUFFICIENT SIZE SHALL BE PROVIDED TO RETAIN STORM WATER RUNOFF ON-SITE AND SHALL BE PROPERLY LOCATED TO COLLECT ALL TRIBUTARY SITE RUNOFF. 9.WHERE RETENTION OF STORM WATER RUNOFF ON-SITE IS NOT FEASIBLE DUE TO SITE CONSTRAINTS, RUNOFF MAY BE CONVEYED TO THE STREET AND THE STORM DRAIN SYSTEM PROVIDED THAT AN APPROVED FILTERING SYSTEM IS INSTALLED AND MAINTAINED ON-SITE DURING THE CONSTRUCTION DURATION. STORM WATER POLLUTION CONTROL ARCHITECTURAL A00.00 DRAWING INDEX, VICINITY MAP, LOCATION MAP & PROJECT INFORMATION, GRAPHICS SYMBOLS, ABBREVIATIONS A00.50 EXISTING/DEMOLITION & PROPOSED SITE PLANS A00.51 SITE DRAINAGE PLAN A02.01 PROPOSED ADU FLOOR PLAN A03.01 ELECTRICAL LIGHTING PLANS ADU A05.01 PROPOSED ADU ROOF PLAN A08.00 EXTERIOR ELEVATIONS MAIN HOUSE A08.01 EXTERIOR ELEVATIONS ADU A09.01 BUILDING SECTIONS - ADU A12.00 WALL ROOF DOOR AND WINDOW DETAIL d2b group 11881 Comstock Rd. Garden Grove, CA 92840 Contact: MAX NGUYEN Phone: 714. 651. 9945 Email: max@d2bgroup.com DONG ENGINEERING INC. 12682 Hoover St. Garden Grove, CA 92841 Contact: TRUONG DONG Phone: 714. 204. 2874 Email: truong.dong@dongengineering.com DEVELOPMENT FEE CALCULATION STRUCTURAL S0 STRUCTURAL GENERAL NOTES S.1 ADU - FOUNDATION & ROOF FRAMING PLANS SD1 STRUCTURAL DETAILS SD2 STRUCTURAL DETAILS ENERGY EFFICIENCY T24.1 TITLE 24 ADU T24.2 TITLE 24 CONT SIDE SETBACK: 5' 4' MAIN HOUSE ADU 4' V-B, NON SPRINKLERED MAIN SFD- NON SPRINKLERED PROJECT STATISTIC SITE COVERAGE SITE AREA MAIN HOUSE FOOTPRINT (1st FLOOR LIVING + GARAGE + COVERED PORCH) 1,586 SQ. FT. 100 %6,103 SQ. FT. 40.5 %35 % MAX. ALLOWABLE 2,474 SQ. FT.TOTAL COVERED AREA EXISTING PROPOSED ADU 1ST FLOOR LIVING AREA 944 SQ. FT.800 SQ. FT. AREA CALCULATION 514 SQ. FT. TOTAL 1,640 SQ. FT. GRAND TOTAL BOTH BLDG. 888 SQ. FT. GARAGE (N) ADU 800 SQ. FT. 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'S SIGNATURE: DATE: DIG ALERT NOTE SEPARATE REVIEW & PERMIT A PV SOLAR SYSTEM IS REQUIRED AND SHALL BE SUBMITTED UNDER SEPARATE PERMIT. THE PV SYSTEM SHALL BE APPROVED AND INSTALLED PRIOR TO FINAL INSPECTION OF THE DWELLING. PV IS DEFERRED APPROVAL AND BUILDING CANNOT BE OCCUPIED UNTIL PV IS APPROVED BY CITY. (N) ADU PORCH 88 SQ. FT. 79 COVERED PORCH 2ND FLOOR LIVING AREA 672 SQ. FT. 128 SQ. FT.88 SQ. FT. STORAGE SHED 48 SQ. FT. PER THE SANTA ANA MUNICIPAL CODE (SAMC) AN ADU THAT IS 800 SF OR LESS CAN EXCEED LOT COVERAGE. INCLUDE THE ADU AND PORCH IN THE LOT COVERAGE PERCENTAGE. PARKING PROVIDE (1) PARKING SPACE ON DRIVEWAY FOR ADU MAIN HOUSE TO HAVE (2) EXISTING ENCLOSED PARKING SPACES -DEMO EXISTING 310 S.F. COVERED PATIO OF MAIN HOUSE. -DETACHED ADU 800 S.F WITH 2 BEDROOMS, 2 BATHROOMS, LIVING AREA AND SEPARATE ENTRY. -UPGRADE ELECTRICAL METER OF MAIN HOUSE TO 200AMP. -EXISTING 48 S.F. STORAGE SHED TO BE RELOCATED. 3109 S ARTESIA ST UNIT #2 SANTA ANA CA 92704 514 SQ. FT. 672 SQ. FT. 48 SQ. FT. COVERED PATIO 310 SQ. FT.0 SQ. FT. 800 SQ. FT. (ADU) 944 SQ. FT. R-3OCCUPANCY TYPE : BUILDING STORIES : FLOOD ZONE FEMA SHFA'S:X - THIS PROPERTY IS NOT IN FLOOD ZONE 800 SQ. FT. ADU / 1,616 SQ.FT. SFD = 0.49% (LIVING AREAS OF 1st & 2nd FLOORS) GEOTECHNICAL ENGINEERING: GEOTECHNICAL INTERNATIONAL 13139 Harbor Boulevard, Garden Grove, CA 92843 Contact: LAN N. PHAM Phone: (714) 414-9215 Email: : Lanpham9@hotmail.com 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” OF THE EXISTING RESIDENCE. C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 c o m s t o c k r o a d g a r d e n g r o v e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : d e s i g n 2 b u i l d @ y a h o o . c o m 1 Bldg #101122451 APPROVALS: PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLIC WORKS - B. Sarlak 2 W.I CLOSET UP PR O P E R T Y L I N E 5 3 . 2 6 ' PROPERTY LINE 114.08' 4' A D U R E A R S E T B A C K PR O P E R T Y L I N E 31 0 9 S . A r t e s i a S a n t a A n a PROPERTY LINE 111.99' 4' ADU SIDE SETBACK 4' ADU SIDE SETBACK EXIST. WATER LINE OF MAIN HOUSE EXIST. SEWER LATERAL OF MAIN HOUSE REF. TV TV TV W.I CLOSET UP ADU WATER LINE CONNECTED TO EXISTING 1" WATER LINE AT THE FRONT YARD 10' x 20' PARKING SPACE FOR ADU SEWER LINE TO TIE TO 4" LINE AT FRONT YARD . MINIMUM SLOPE 1 4"/12". 200 AMP ELECTRICAL UNDERGROUND CONNECTION FROM MAIN HOUSE TO ADU 19'-9" 4'-0"17'-9" 4' - 0 " 45 ' - 3 " 4' - 0 " 4'-0"17'-9" 12 ' - 9 " 14 ' - 1 " 18 ' - 5 " 15'-0"4'-9" 20 22A 16 TRASH AREA TRASH AREA FOR ADU 21 19 17 : 1,586 SQ. FT. ADU : 800 SQ.FT 88 SQ.FT L1 L2 13 25 19'-9" 21'-6" EXIST. 20'-1" EXIST. 48 SQ. FT. 23 1 A12.00 26 7 A12.00 8 A12.00 8 A12.00 11 22B 19 14 1 A12.00 1 A12.00 1 W.I CLOSET UP PR O P E R T Y L I N E 5 3 . 2 6 ' PROPERTY LINE 114.08' 4' A D U R E A R S E T B A C K PR O P E R T Y L I N E 31 0 9 S . A r t e s i a S a n t a A n a PROPERTY LINE 111.99' 4' ADU SIDE SETBACK 4' ADU SIDE SETBACK EXIST. WATER LINE OF MAIN HOUSE EXIST. SEWER LATERAL OF MAIN HOUSE 1 2 3 11 4 9 10 6 7 7 7 5 8 15 2 18 944 SQ. FT. 514 SQ. FT. 128 SQ. FT. 15 24 2 310 SQ. FT. 48 SQ. FT. EXISTING LANDSCAPE. EXISTING CONCRETE DRIVEWAY.1 2 4 EXISTING CONCRETE PAVEMENT. 5 6 A.COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. B.ALL SETBACKS ARE MEASURED FROM PROPERTY LINE TO FACE OF BUILDING FINISH. C.FIELD VERIFY EXISTING CONDITIONS AND ELEVATIONS. IF ANY DISCREPANCIES ARE ENCOUNTERED, NOTIFY PROJECT ENGINEER TEAM PRIOR TO PROCEEDING WITH CONSTRUCTION. D.MAINTAIN MINIMUM OF 2% SLOPE AWAY FROM THE STRUCTURE. E.VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCEMENT OF ANY WORK. F.VERIFY LOCATION OF WATER METERS, ELECTRIC METERS AND GAS METERS ARE IN ACCORDANCE WITH SERVICING UTILITY COMPANY REQUIREMENTS PRIOR TO FIELD INSPECTORS TO REVIEW AND APPROVE UNDERGROUND SERVICES REQUIREMENTS PRIOR TO CONCRETE PLACEMENT. EXISTING STREET SIDEWALK. EXISTING HOUSE. 7 8 9 EXISTING 6'H. BLOCK WALL TO REMAIN. 12 3 EXISTING CONCRETE STREET CURB. 10 EXISTING ELECTRICAL PANEL OF MAIN HOUSE TO BE UPGRADED TO 200 AMP. 11 EXISTING GAS METER LOCATION. 13 EXISTING OVERHEAD POWER LINE. AREA NOT IN CONTRACT EXISTING PATIO TO BE DEMOLISHED. EXISTING WATER METER LOCATION. NEW CONCRETE PAVING. 15 16 GAS METER FOR ADU WITH 1 1 4" GAS LINE. 17 NEW ADU. 14 18 NEW DETACHED ADU : 800 S.F. EXISTING LANDSCAPING TO BE DEMOLISHED. 19 20 21 22A FRONT LANDSCAPING CALCULATION 20' FRONT SITE AREA L1 153 SQ. FT. 1,068 SQ. FT. 50% PROVIDED 381 SQ. FT. 534 SQ. FT.TOTAL LANDSCAPING AREA 50% LANDSCAPING REQUIRED 534 SQ. FT.50% PROVIDED NEW WATER HEATER WITHIN PLASTER ENCLOSURE WITH DOOR. PAINTED TO MATCH ADU EXTERIOR WALL. EXISTING STORAGE TO BE RELOCATED. OUTDOOR AIR CONDITIONER UNIT FOR ADU. NEW ELECTRICAL SUB-PANEL 200AMP FOR ADU UNDERGROUND FEED FROM NEW ELECTRICAL METER AT MAIN HOUSE. 23 L2 24 EXISTING 6"H. WOOD FENCE TO BE DEMOLISHED. 25 PROVIDE 1-HR FIRE RATED EXTERIOR WALL AND EAVE PROJECTION . PREFER TO DETAIL 1/ A12.00 AND DETAIL 7/A12.00 . 26 NEW 6"H. WOOD GATE. 1-HR FIRE RATED CONSTRUCTION. NEW 400AMP ELECTRICAL DUAL METER PANEL: 200 SOCKET FOR MAIN HOUSE & 200 SOCKET FOR ADU. SERVICE DISCONNECTING FOR ADU SHALL BE INSTALLED ADJACENT TO SUB-PANEL OUTSIDE OF BUILDING. [CEC 230.70] NEW 200AMP PANEL FOR MAIN HOUSE. MINIMUM SIZE ADU SUB-PANEL BUS BAR RATING SHALL BE 225AMP [2022 CEnC 150.0 (S)]. PROVIDE MINIMUM 20 FEET UFER GROUND FOR NEW PANEL. NEW 200AMP PANEL SUPPLYING ADU SHALL BE PROVIDED WITH TYPE 1 OR TYPE 2 SURGE-PROTECTIVE DEVICE (CEC 230.67). 22B DN. (E)5:12 SLOPE 5:12 SLOPE (E ) 3: 1 2 S L O P E (E ) 3: 1 2 S L O P E 1:12 SLOPE 1B 672 SQ. FT. C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 s t r a a r e n r e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : e s i n 2 i a . 2 2 2 2 2 2 3/31/233/31/25 10/25/2024 A00.51 1 A9.01 1 2 5 4 D01.01 W 0 1 . 0 1 1 A08.01 2 A08.01 3 A08.01 4 A08.01 REF. TV TV TV 17'-9" 10'-7"6'-0" 10'-10"5'-9" 45 ' - 3 " 4'-9" 4' - 2 " 3' - 4 " 2'-11" 5' - 0 " 13 ' - 8 " 12 ' - 9 " 18 ' - 5 " 5' - 6 " 10'-10" 16'-11" 2' - 0 " 3' - 6 " 4' - 4 " 4' - 0 " 6' - 7 " 2' - 6 " 2'-6" D01.02 D0 1 . 0 3 D0 1 . 0 4 D01.05 D01 . 0 6 D01 . 0 7 D01.08 W 0 1 . 0 2 W 0 1 . 0 3 9' - 2 1 / 2 " 9' - 2 1 / 2 " W 0 1 . 0 4 W 0 1 . 0 5 W 0 1 . 0 6 W 0 1 . 0 7 W01.08 15A 15B 15D 15E 15C 2' - 8 " 2' - 6 " 2' - 0 " 3'-3" 2' - 6 " 2' - 6 " 3' - 0 " 8' - 0 " 18 ' - 5 " 1 2 4 5 3 11 11 2'-11" 12 6 7 8 9 10 13A13B 14 3 12 12A 12 7' - 2 " 3'-0" 2 A09.01 Ø2'-6" Ø2'-6" 1A A12.00 TYP. 1A A12.00 TYP. 1A A12.00 TYP. 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.EMERGENCY EXITS ARE REQUIRED IN ALL SLEEPING AREAS AND MAY BE PROVIDED BY A DOOR OR WINDOW OPENING DIRECTLY TO THE OUTSIDE. EMERGENCY EGRESS WINDOWS IN ALL SLEEPING ROOMS MUST COMPLY WITH THE FOLLOWING: A.A 20" MINIMUM OPENING WIDTH B.A 24" MINIMUM OPENING HEIGHT C.CLEAR OPENING NO HIGHER THAN 44" ABOVE FINISHED FLOOR [CH 3 CRC] 3.LABELED SAFETY GLASS [CH 3 CRC] IS REQUIRED IN: A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 72" FROM THE BOTTOM OF TUB/SHOWER B.WINDOWS ADJACENT TO A DOOR C.GLASS IN DOORS D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED. . E.ALL GLAZING WHERE THE NEAREST EXPOSED EDGE OF THE GLASS IS WITHIN 24'' OF EITHER VERTICAL EDGE OF A DOOR IN THE PLANE OF THE DOOR IN CLOSED POSITION. F.GLAZING ON A WALL LESS THAN 180 DEGREES FROM THE PLANE OF DOOR IN A CLOSED POSITION AND WITHIN 24'' OFF THE HINGE SIDE OF AN IN-SWINGING DOOR. 4.ALL EXTERIOR DIMENSIONS ARE FROM FACE OF SHEATHING, BLOCK OR STRUCTURE (F.O.S.) TYP. UNLESS NOTED OTHERWISE. VERIFY DIMENSION CHANGES WITH ENGINEER PRIOR TO COMMENCEMENT OF WORK. 5.ALL INTERIOR DIMENSIONS ARE FROM FACE OF GYPSUM BOARD. 6.CONTRACTOR SHALL NOT SCALE PLANS. ALL DIMENSIONS SHALL BE VERIFIED IN FIELD. 7.ALL PLUMBING FIXTURES SHALL BE COMPLYING WITH THE MAXIMUM FLOW RATES AS NOTED IN THE RESIDENTIAL CONSTRUCTION MINIMUM REQUIREMENTS. 1 LAVATORY WITH BASE CABINET. FAUCET FLOW SHALL NOT EXCEED 1.2 GALLONS AT 60 PSI, MINIMUM 0.8 GALLONS PER MINUTE AT 20 PSI. 2 WATER CLOSET - 1.28 GALLONS PER FLUSH MAX. 3 SHOWER BASE: HOT-MAP PAN. PROVIDE TILE W/ CEMENT BACKING MIN. 72" HIGHT ABOVE SHOWER DRAIN, NET AREA 7.1 S.F. MIN., 30"DIA. CLEAR SPACE MIN. (CPC 411.7). 4 SHOWER HEAD FLOW IS 1.8 GPM MAX. SHOWER FITTING TO HAVE ACCESS PANEL OR ONE PIECE WELD TRAP PER LOCAL CODE 5 TEMPERED GLASS SHOWER ENCLOSURE, FRAMED GLASS WITH 22" OPENING MIN. UNOBSTRUCTED FOR EGRESS. 6 7 KITCHEN BASE CABINETRY8 10 KITCHEN UPPER CABINET REFER TO SHEET A12.00 FOR WALL TYPE DETAILS, U.N.O. PROVIDE NEW CLOSET & HANGING ROD11 PROVIDE GAS LINE FOR COOKING STOVE. RANGE HOOD ABOVE, VENT TO EXTERIOR & SHALL COMPLY WITH ASHRAE 62.2(C). 9 KITCHEN SINK & FAUCET IS 1.8 GPM MAX. AT 60 PSI NEW WALL 12 CEILING HEIGHT SHALL BE 9'-0". REFER TO 2/A03.01. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. REINFORCEMENT SHALL NOT BE LESS THAN 2" x 8" 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. WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. 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. 15A 15B 14 PROVIDE DOORBELL BUTTON/CONTROL. INSTALLATION 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. 15 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. REINFORCEMENT FOR GRAB BARS SHALL COMPLY AS FOLLOWING [R327.1.1]: 15C 15D 15E ADU DOOR & WINDOW SCHEDULE 13A PROVIDE WATER HEATER ENCLOSURE WITH EXT. CEMENT PLASTER WALLS & SHED ROOF AND 30"x80" LOVER DOOR. PAINTED TO MATCH ADU EXTERIOR WALL. HEAT PUMP WATER HEATER WITH 18''H. SHELF & METAL PAN. HP WATER HEATER SHALL BE STRAPPED TO STRUCTURE WITH 1 12" x 16GA STRAPS AT TOP & BOTTOM WITH 3 8"DIA. x 3" LONG LAG BOLT. 13B 12A VAULTED CEILING AREA. THE HEIGHT RATIO WITH SLOPE OF RAFTER. REFER TO 2/A03.01. ALL DOORS & WINDOWS SHALL BE CLEAR OPENINGS NEW RATED WALL C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 s t r a a r e n r e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : e s i n 2 i a . 3 3 1 ELECTRIC PLAN 1/4"=1'-0" ·ALL RECEPTACLES AT KITCHEN COUNTER TOP SHALL BE AFCI & GFCI. 1.1 AFCI CR GFCI AFCI R +48" GFCI +48" GFCI H WP GFCIAFCI AFCI AFCI GFCI GFCI.240V REF. TV TV TV AFCI AFCI GFCI +65 GFCI +48" GFCI +48" GFCI GFCI CTV GFCI +66" AFCI AFCI CTV GFCI +66" GFCI +66"CTV AFCIAFCI AFCI AFCI +48" GFCI GFCI 240V 100 AMP 240V-GFCI WP RA N G E SI N K GFCI WP 240V- GFCI 1.2 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 2.6 2.6 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.ALL ELECTRICAL OUTLET TO BE MOUNTED @ 15" A.F.F. 3.ALL APPLIANCES TO BE "ENERGY STAR". 4.PROVIDE TAMPER-RESISTANT FOR ALL 15 & 20 AMP RECEPTACLES IN NEW CONSTRUCTION AREA PER CEC 406.12. 5.PROVIDE IN KITCHEN LOCAL EXHAUST SYSTEM VENTED TO OUTDOOR WITH RATE = 280 CFM. 2.1 FLUSH WALL MOUNTED PHONE RECEPTACLE CTV FLUSH WALL MOUNTED CABLE TV RECEPTACLE FLUSH WALL MOUNTED DUPLEX RECEPTACLE, TAMPER RESISTANT FLUSH WALL MOUNTED DEDICATED DUPLEX RECEPTACLE FLUSH WALL MOUNTED HALF-SWITCHED DUPLEX RECEPTACLE FLUSH WALL MOUNTED QUADRAPLEX RECEPTACLE GROUND FAULT CIRCUIT INTERRUPTERGFCI WATERPROOF RECEPTACLEWP R H CR RANGE HOOD WITH A MIN. EXHAUST RATE OF 100 CFM - VENTED TO OUTSIDE ELECTRICAL COOKING RANGE REFRIGERATOR - PROVIDE WATER LINE FAU EP2 100AMP ELECTRICAL SUB-PANEL FOR ADU - MAINTAIN 36" CLEAR FROM FACE OF PANEL TO ANY OBSTRUCTION W/H NEW 100AMP ELECTRICAL SUB-PANEL FOR ADU. PROVIDE MIN 20 FEET UFER GROUND FOR MAIN PANEL- 100 AMP. FAU LOCATED IN ATTIC WITH VERTICAL DUCT VENT TO EXTERIOR. PROVIDE POWER CONNECTION . PROVIDE MINIMUM 36"x36" CLEAR WORKING SPACE PLATFORM IN FRONT OF UNIT. 2.2 OUTDOOR RECEPTACLES SHALL BE LISTED AS WEATHER RESISTANT PER SECTION 406.9(B) (1). 1.1 PROVIDE A MINIMUM OF (1) 20-AMP CIRCUIT FOR BATHROOM OUTLET. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS. THIS CIRCUIT MAY SERVE MORE THAN ONE BATHROOM, PER CEC 210-52(C) (1). 1.2 PROVIDE A MINIMUM OF (2) 20-AMP SMALL APPLIANCE CIRCUITS FOR KITCHEN COUNTER TOPS. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS. LOAD SHALL BE BALANCED, PER CEC 210-52(B) (2). 1.3 CEILING MOUNTED SMOKE DETECTOR IN EACH BEDROOM & KITCHEN. INSTALL +30" FROM AIR INTAKE SMOKE DETECTOR SYSTEM SHALL DIRECT WIRED, INTERCONNECTED, SHALL BE EQUIPPED WITH A BATTERY BACKUP AND SHALL EMIT A SIGNAL WHEN THE BATTERY IS LOW. A.AMINIMUM OF 20 FT. FROM PERMENANT COOKING EQUIPMENT (OR 10 FT WITH PHOTO ELECTRIC TYPE.) B.A MINIMUM OF 3 FT. FROM BATHROOM. CEILING MOUNTED CARBON MONOXIDE ALARM, TO BE INTERCONNECTED, SHALL BE EQUIPPED WITH A BATTERY BACKUP RECESSED LED DOWN LIGHT FIXTURE WALL MOUNTED EXTERIOR LED LIGHT FIXTURE, HIGH EFFICACY AND CONTROL BY MOTION SENSOR AND PHOTO-SENSOR COMBINATIONS. D / VS LIGHT SWITCH. ALL SWITCHES TO HAVE DIMMER CONTROL, EXCEPT, UTILITY & LAUNDRY RM, GARAGE WALL MOUNTED BATHROOM LED LIGHT FIXTURE EF SD CM D INDICATE DIMMER VS INDICATE OCCUPANCY SENSOR WHOLE-BUILDING MECHANICAL VENTILATION SYSTEM WITH CFM PER T24 - PANASONIC OR EQUAL. SYSTEM MUST DELIVER CONTINUOUS VENTILATION AIRFLOW AT A RATE GREATER THAN OR EQUAL TO THE SPECIFIED AND FAN SOUND RATING MUST NOT EXCEED 1.0 FOR DWELLING OCCUPANT DENSITIES KNOW TO BE GREATER THAN (NUMBER OF BEDROOM + 1), THE RATE SHALL BE INCREASED BY 7.5 FOR EACH ADDITIONAL PERSON. V #FINISHED CEILING HEIGHT CEILING MOUNTED EXHAUST FAN/FLUORESCENT LIGHT COMBINATION. EXHAUST FAN TO EXTERIOR WITH RATE = 50 CFM. EXHAUST FAN MUST BE CONTROLLED BY A HUMIDISTAT WHICH SHALL BE CAPABLE ADJUSTMENT BETWEEN RELATIVE HUMINITY RANGE OF 50% TO 80%. PROVIDE GARBAGE DISPOSAL CONNECTED TO HALF -SWITCHED OUTLET UNDER KITCHEN SINK WITH ADJACENT CONTROL SWITCH ABOVE CONTERTOP. 1.4 SMOKE ALARMS WITHIN 20 FEET OF COOK TOP SHALL BE IONIZED OR PHOTOELECTRIC TYPE. 2.3 WHOLE-BUILDING VENTILATION SYSTEM LOCATION.2.4 PROVIDE A MINIMUM 4" DIA. MOISTER EXHAUST DUCT (WITH SMOOTH INTERIOR FINISH) TO OUTSIDE, EQUIPPED WITH BACK-DRAFT DAMPER. DUCT LENGTH IS LIMITED OR REQUIRED BY THE MANUFACTUER'S INSTALLATION INSTRUCTIONS AND APPROVED BY THE BUILDING OFFICIAL. 2.5 2.6 PROVIDE KITCHEN LOCAL EXHAUST SYSTEM VENTED TO OUTDOOR WITH RATE = 280 CFM . PROVIDE LIGHTING WITH CONTROLLED BY VACANCY SENSOR IN BATHROOM, W.I. CLOSET. NEW 100AMP ELECTRICAL METER SUB PANEL FOR ADU. PROVIDE MINIMUM 20 FEET UFER GROUND FOR NEW PANEL. 1.5 1.6 2.7 2.8 2.9 6. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: A. ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS; OR B. 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.” 7.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. 8.THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPS. 9.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. 10.ALL INSTALLED LUMINARIES MUST BE HIGH EFFICACY IN ACCORDANCE WITH TABLE 150.0-A. 11.EXHAUST FANS MUST BE SWITCHED SEPARATELY FROM LIGHTING SYSTEMS. 12.IN BATHROOMS, GARAGE, LAUNDRY ROOM, UTILITY ROOM, AT LEAST ONE LUMINARIES IN EACH OF THESE SPACES MUST BE CONTROLLED BY VACANCY SENSOR. 13.OUTDOOR LIGHTING PERMANENTLY MOUNTED TO BUILDING MUST MEET THE REQUIREMENT IN ITEM 150.0(k)3Ai (ON AND OFF SWITCH) AND THE REQUIREMENTS IN EITHER ITEM 150.0(k)3Aii (PHOTOCELL AND MOTION SENSOR) OR ITEM 150.0(k)3Aiii (PHOTO CONTROL AND AUTOMATIC TIME SWITCH CONTROL, ASTRONOMICAL TIME CLOCK, OR EMCS). 14.SHOW COMPLIANCE WITH THE FOLLOWING LIGHTING MEASURES: [150.0(K) / 160.5(A)] A.KITCHENS. ALL INSTALLED WATTAGE OF LUMINARIES IN KITCHENS SHALL BE HIGH EFFICACY. B.LIGHTING IN BATHROOMS, GARAGES, LAUNDRY ROOMS, WALK-IN CLOSETS AND UTILITY ROOMS. ALL LUMINAIRES SHALL BE HIGH EFFICACY AND SHALL BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR. C.HABITABLE SPACES. ALL LUMINAIRES SHALL BE HIGH EFFICACY AND SHALL BE CONTROLLED BY A VACANCY/ OCCUPANCY SENSOR OR DIMMER. D.OUTDOOR LIGHTING. ALL LUMINAIRES MOUNTED TO THE BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES AND SHALL BE CONTROLLED BY A PHOTOCONTROL/MOTION SENSOR COMBINATION (WITH OVERRIDE). SEE 150(K)3 FOR REQUIREMENTS. FOR HEAT PUMP WATER HEATER: PROVIDE A DEDICATED 125V, 20A ( 10 AWG COPPER BRANCH CIRCUIT) ELECTRIC RECEPTACLE THAT WITHIN 3 FEET FROM THE WATER HEATER AND ACCESSIBLE TO THE WATER HEATER WITH NO OBSTRUCTIONS. THERE SHALL BE A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL LABELED "240V USE". BOTH ENDS OF CONDUCTOR SHALL BE LABELED WITH WORD "WATER HEATER" AND BE ELECTRICALLY ISOLATED. HEAT PUMP WATER HEATER WITH 18''H. SHELF & METAL PAN. HP WATER HEATER SHALL BE STRAPPED TO STRUCTURE WITH 1 1 2" x 16GA STRAPS AT TOP & BOTTOM WITH 3 8"DIA. x 3" LONG LAG BOLT - PROVIDE DRAIN LINE WATER SHUT-OFF VALVE, POWER, GAS LINE. A CONDENSATE DRAIN THAT IS NO MORE THAN 2" HIGHER THAN THE BASE OF INSTALLED WH, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. HP WATER HEATER SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS. HP HP HEAT PUMP FURNACE LOCATED IN ATTIC WITH VERTICAL DUCT VENT TO EXTERIOR. PROVIDE POWER CONNECTION . PROVIDE MINIMUM 36"x36" CLEAR WORKING SPACE PLATFORM IN FRONT OF UNIT. PROVIDE ACCESS DOOR . OPENING SHALL BE 30" x 30" WITH 30" MIN. HEADROOM. ACCESS DOOR MUST BE WITHIN 20 FEET OF FURNACE UNIT AND SHOULD HAVE A CONTINUOUS SOLID PATHWAY 24" MIN. WIDE. PROVIDE A SWITCH CONTROLLED LIGHT. [CMC. 304.4.1] FOR ELECTRIC CLOTHES DRYER READY: A DEDICATED 240 V BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION AND ACCESSIBLE WITH NO OBSTRUCTION. THE THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 30AMPS MIN. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY". THERE SHALL BE A RESERVED DOUBLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL LABELED "240V DRYER". FOR HEAT PUMP HEATER: IN ATTIC SPACE, PROVIDE A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FT. FROM THE FURNACE AND ACCESSIBLE TO THE FURNACE WITH NO OBSTRUCTIONS.THERE SHALL BE A RESERVED SINGLE POLE BREAKER SPACE IN THE ELECTRICAL PANEL LABELED "240V FURNACE". FOR ELECTRIC COOKTOP: A DEDICATED 240 V BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION AND ACCESSIBLE WITH NO OBSTRUCTION. THE THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 30AMPS MIN. THE BLANK COVER SHALL BE INDENTIFIED AS "240V READY". THERE SHALL BE A RESERVED DOUBLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL LABELED "240V COOKTOP". 1.7 1.8 1.9 1.10 SERVICE DISCONNECTING FOR ADU SHALL BE INSTALLED ADJ ACENT TO SUB-PANEL OUTSIDE OF BUILDING. [CEC 230.70] EXHAUST FAN WITH 50 CFM IN BATHROOM & LAUNDRY MUST BE SWITCHED SEPARATELY FROM LIGHTING SYSTEMS. AND SHOULD BE HUMIDISTAT FAN. ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHT [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. 2 CEILING / LIGHTING PLAN 1/4"=1'-0" REF. TV TV TV EF D 280 CFM 50 CFM SD V vs EF 50 CFM SD SDCM SDCM SL O P E D CE I L I N G 9'-0" CLG. 9'-0" CLG. 5'-0" SL O P E D CE I L I N G SL O P E D CE I L I N G SL O P E D CE I L I N G 9'-0" CLG. 5'-0" vs D D vs D VS 2.1 2.2 2.32.4 2.5 2.7 2.7 2.8 2.8 2.9 2.1 2.7 2.6 2.6 2.8 doorbell 48 " M A X 1' - 3 " MI N 4' - 0 " M A X provide additional backing for fold away grab bar. verify requirement with selected manufacturer grab bar reinforcement for water closets back wall side wall 2' - 8 " M A X 2' - 8 " M A X 3' - 2 " M I N 3'-6" MIN1'-0" MAX 3' - 2 " M I N 2'-2" MIN 3'-4" MIN 1' - 4 " MI N 1'-4" 32 " full width at all shower stall walls electrical receptacle outlet, switch & control mounting heights push button doorbell heights finish floor side wallback wall grab bar reinforcement for shower 39 1 / 4 " full width at all shower stall walls Reinforcement shall not be less than 2x8 or other construction material providing equal height and load capacity AGING-IN-PLACE/FALL PREVENTION FEATURES C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 s t k r a a r e n r v e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : e s i n 2 i @ a . 1 1 1 1 1 1 1 1 1 1 1 5 kW PHOTOVOLTAIC SYSTEM. EXACT LOCATION TBD. KEY NOTES SYMBOLS GENERAL NOTES A.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. B.NEW ROOFING, "CLASS A" FIRE RETARDANT INSTALLED OVER MIN. (2) LAYERS OF 30LBS FELT UNDER-LAYMENT OVER PLYWOOD SHEATHING PER MANUFACTURE DIRECTION. C.ROOF INSULATION PER TITLE 24 CALCULATION. INSULATION SHALL CONFORM TO FLAME-SPREAD RATING AND SMOKE DENSITY REQUIREMENTS OF 2022 CBC. D.VENT OPENINGS SHALL HAVE CORROSION RESISTANT WIRE MESH OR OTHER APPROVED MATERIAL WITH 1/16" MIN. AND 1/8" MAX. OPENINGS. E.NOT MORE THAN 50% OF THE VENTS SHALL BE LOCATED NOT MORE THAN 3 FEET BELOW THE RIDGE. F.PROVIDE MIN. 24 GAUGE GALVANIZED SHEETING FOR ALL EXTERIOR FLASHING& WEATHER STRIPPING APPLICATIONS. ROOF SLOPE PER PLAN 1 EDGE OF ROOF. EXTERIOR WALL BELOW.1 2 3 LOW PROFILE ROOF VENT4 CLASS A ASPHALT SHINGLE ROOFING ICC ESR-1389 INSTALLATION: OVER (2) LAYERS OF 30LBS FELT UNDER-LAYMENT OVER PLYWOOD SHEATHING PER MANUFACTURE DIRECTION. NOTE: COLOR & STYLE TO MATCH EXISTING MAIN HOUSE'S 4 (N ) 5: 1 2 REF. TV TV TV (N ) 5: 1 2 (N)5:12(N)5:12 (N)5:12(N)5:12 (N ) 5: 1 2 (N ) 5: 1 2 1 A9.01 1 A08.01 2 A08.01 3 A08.01 4 A08.01 2 3 1' - 6 " RO O F OV E R H A N G 1'-6" ROOF OVERHANG 1' - 6 " RO O F OV E R H A N G 1'-6" ROOF OVERHANG 1' - 6 " RO O F OV E R H A N G 1'-6" ROOF OVERHANG 1' - 6 " RO O F OV E R H A N G 1'-6" ROOF OVERHANG 2' - 0 " RO O F OV E R H A N G 1'-6" ROOF OVERHANG 5 5 NEW ROOF OF ADU: ATTIC AREA REQUIRED VENTILATION (above Bed & Bath #1): 226 SF/150 = 1.5 SF 1.5 SF x 144 = 217 S.I. PROVIDE: (2) LOW PROFILE ROOF VENT 14"x9" 2x14" x 9" = 252 S.I. ATTIC AREA REQUIRED VENTILATION (above Bed, Closet & Bath #2): 250 SF/150 = 1.6 SF 1.6 SF x 144 = 240 S.I. PROVIDE: (2) LOW PROFILE ROOF VENT 14"x9" 2x14" x 20" = 252 S.I. ATTIC VENT CALCULATIONS VAULTED CEILING (above Living & Kitchen area): USE SPRAY FOAM INSULATION BETWEEN EACH RAFTER BAY: NO VENTILATION IS REQUIRED. 7 A12.00 TYP. 4 VAULTED CEILING AREA WITH SPRAY FOAM INSULATION, NO ATTIC VENTILATION IS REQUIRED. 8 A12.00 8 A12.00 4 C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 c o s t o c k r o a d g a r d e n g r o v e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : d e s i g n 2 b i l d a h o o . c o 2 2 2 2 2 2 TOP OF SLAB 0'-8" 2ND FINISH FLOOR 9'-8" 2ND TOP OF PLATE 17'-8" 9' - 0 " E X I S T . 8' - 0 " E X I S T . GRADE LEVEL 0'-0" 8" 5' - 1 0 " TOP OF BUILDING 23'-6" 1 12TYP. 3 TOP OF SLAB 0'-8" 2ND FINISH FLOOR 9'-8" 2ND TOP OF PLATE 17'-8" 9' - 0 " E X I S T . 8' - 0 " E X I S T . GRADE LEVEL 0'-0" 8" 5' - 1 0 " TOP OF BUILDING 23'-6" 5 12 2 1 2 TYP. 9' - 0 " E X I S T . 8' - 0 " E X I S T . 8" 5' - 1 0 " 5 12 4 1 2 TYP. 3 4 TOP OF SLAB 0'-8" 2ND FINISH FLOOR 9'-8" 2ND TOP OF PLATE 17'-8" 9' - 0 " E X I S T . 8' - 0 " E X I S T . GRADE LEVEL 0'-0" 8" 5' - 1 0 " TOP OF BUILDING 23'-6" 5 12 17 ' - 0 " 8' - 0 " 3 12TYP. 3 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.EMERGENCY EXITS ARE REQUIRED IN ALL SLEEPING AREAS AND MAY BE PROVIDED BY A DOOR OR WINDOW OPENING DIRECTLY TO THE OUTSIDE. EMERGENCY EGRESS WINDOWS IN ALL SLEEPING ROOMS MUST COMPLY WITH THE FOLLOWING: A.A 20" MINIMUM OPENING WIDTH B.A 24" MINIMUM OPENING HEIGHT C.CLEAR OPENING NO HIGHER THAN 44" ABOVE FINISHED FLOOR [CH 3 CRC]. 3.LABELED SAFETY GLASS [CH 3 CRC] IS REQUIRED IN: A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 72" FROM THE BOTTOM OF TUB/SHOWER B.WINDOWS ADJACENT TO A DOOR C.GLASS IN DOORS D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED. 4.ALL BUILDING MATERIALS SHALL BE APPROVED FHSZ EXTERIOR, NBMC & CBC 708A. 5.PROVIDE MIN. 24 GAUGE GALVANIZED SHEETING FOR ALL EXTERIOR FLASHING& WEATHER STRIPPING APPLICATIONS. GENERAL NOTES EXTERIOR CEMENT PLASTER TEXTURE & FINISH TO MATCH EXISTING. INSTALLATION: 3-COAT (7/8" THICK) CEMENT PLASTER O/ SELF FURRING PAPER BACKED STUCCO NETTING O/ 1 LAYER GRADE 'D' PAPER (TOTAL 2 LAYERS GRADE 'D' PAPER) EXTERIOR MATERIAL SPECIFICATIONS ROOFING KEY NOTES 1 2 EXISTING EXTERIOR CEMENT PLASTER OF EXISTING STRUCTURE 3 EXISTING WINDOW OF EXISTING STRUCTURE 4 REPAIR EXTERIOR STUCCO HOLE AND PAINTING TO MATCH EXISTING MAIN HOUSE TEXTURE & COLOR. CLASS A ASPHALT SHINGLE ROOFING ICC ESR-1389 INSTALLATION: OVER (1) LAYERS OF 30LBS FELT UNDER-LAYMENT OVER PLYWOOD SHEATHING PER MANUFACTURE DIRECTION. CERTAINTEED ROOFING OR EQUAL COLOR & STYLE TO MATCH EXISTING. EXISTING PATIO TO BE DEMOLISH. C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 c o m s t o c k r o a d g a r d e n g r o v e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : d e s i g n 2 b u i l d @ y a h o o . c o m 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.EMERGENCY EXITS ARE REQUIRED IN ALL SLEEPING AREAS AND MAY BE PROVIDED BY A DOOR OR WINDOW OPENING DIRECTLY TO THE OUTSIDE. EMERGENCY EGRESS WINDOWS IN ALL SLEEPING ROOMS MUST COMPLY WITH THE FOLLOWING: A.A 20" MINIMUM OPENING WIDTH B.A 24" MINIMUM OPENING HEIGHT C.CLEAR OPENING NO HIGHER THAN 44" ABOVE FINISHED FLOOR [CH 3 CRC]. 3.LABELED SAFETY GLASS [CH 3 CRC] IS REQUIRED IN: A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 60" FROM THE BOTTOM OF TUB/SHOWER B.WINDOWS ADJACENT TO A DOOR C.GLASS IN DOORS D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED. 4.ALL BUILDING MATERIALS SHALL BE APPROVED FHSZ EXTERIOR, NBMC & CBC 708A. 5.PROVIDE MIN. 24 GAUGE GALVANIZED SHEETING FOR ALL EXTERIOR FLASHING& WEATHER STRIPPING APPLICATIONS. GENERAL NOTES EXTERIOR CEMENT PLASTER TEXTURE & FINISH PER OWNER INSTALLATION: 3-COAT (7/8" THICK) CEMENT PLASTER O/ SELF FURRING PAPER BACKED STUCCO NETTING O/ 1 LAYER GRADE 'D' PAPER (TOTAL 2 LAYERS GRADE 'D' PAPER) EXTERIOR MATERIAL SPECIFICATIONS KEY NOTES 1 NEW ROOF OF NEW STRUCTURE MATCHING EXISTING MAIN HOUSE. 2 EXTERIOR CEMENT PLASTER OF EXTERIOR STRUCTURE MATCHING EXISTING MAIN HOUSE 3 4 5 6 7 WINDOW PER PLAN TO MATCH EXISTING MAIN HOUSE WINDOW STYLE AND FINISH. WINDOW SHALL HAS 4" PLASTER TRIM TO MATCH MAIN HOUSE'S. DOOR PER PLAN TO MATCH EXISTING MAIN HOUSE ENTRY DOOR STYLE AND COLOR. DOOR SHALL HAS 4" TRIM STUCCO TRIM TO MATCH MAIN HOUSE'S. 8 NEW CONCRETE LANDING NEW EXTERIOR SIDING COLOR & STYLE TO MATCH EXISTING MAIN HOUSE'S. NEW COLUMN FOR NEW PORCH ENTRY. NEW FACIAL OF NEW STRUCTURE MATCHING EXISTING MAIN HOUSE. ROOFING CLASS A ASPHALT SHINGLE ROOFING ICC ESR-1389 INSTALLATION: OVER (2) LAYERS OF 30LBS FELT UNDER-LAYMENT OVER PLYWOOD SHEATHING PER MANUFACTURE DIRECTION. NOTE: COLOR & STYLE TO MATCH EXISTING MAIN HOUSE'S 9 NEW LOW PROFILE ROOF VENT. 10 WATER HEATER ENCLOSURE WITH EXTERIOR SIDING WALLS, SHED ROOF AND LOUVER DOOR. PAINTED TO MATCH ADU EXTERIOR COLOR. 1 5 12 9' - 1 " TO P P L A T E TOP OF SLAB 0'-8" TOP OF PLATE 9'-9" 8" BUILDING HEIGHT 14'-6" GRADE LEVEL 0'-0" 1 4 3 TYP.25710 BEYOND 8 2'-8" 2 9' - 1 " TO P P L A T E TOP OF SLAB 0'-8" TOP OF PLATE 9'-9" 8" BUILDING HEIGHT 14'-6" GRADE LEVEL 0'-0" 5 12 9 TYP. 1 4 3 TYP.5 76810 9 TYP. 5 12 9' - 1 " TO P P L A T E TOP OF SLAB 0'-8" TOP OF PLATE 9'-9" 8" BUILDING HEIGHT 14'-6" GRADE LEVEL 0'-0" 4 1 4 3 TYP.2 3 12 5 7' - 0 " 9' - 1 " TO P P L A T E TOP OF SLAB 0'-8" TOP OF PLATE 9'-9" 8" BUILDING HEIGHT 14'-6" GRADE LEVEL 0'-0" 1 4 57102 C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 s t r a a r e n r e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : e s i n 2 i a . 2 2 2 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.INSULATION SHALL CONFORM TO FLAME-SPREAD RATING AND SMOKE DENSITY REQUIREMENTS OF 2022 CBC. A.R-15 BATT INSULATION IN WALLS B.R-30 BATT INSULATION IN ATTIC AREA 3.LABELED SAFETY GLASS [CBC SECTION 2406.4] IS REQUIRED IN: A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 60" FROM THE BOTTOM OF TUB/SHOWER B.WINDOWS ADJACENT TO A DOOR C.GLASS IN DOORS D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED. 4.ALL LUMBER IN CONTACT W/ CONC. TO BE PRES. TREATED DOUGLAS FIR (P.T.D.F.) 5.REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 1 CONCRETE FLOOR SLAB 2 CONCRETE FOOTING 3 4 ROOF FRAMING 5 6 2X STUDS @ 16" O.C. PER PLAN 7 (2) 2X TOP PLATES 8 2X BOTTOM PLATE 9 2x12 FASCIA BOARD - PAINTED. 10 11 12 13 INTERIOR FLOOR FINISH BATT INSULATION PER T24 2X BLOCKING DOOR / WINDOW PER PLAN CLASS A ROOFING MATERIAL - SEE MATERIAL SPECIFICATIONS EXTERIOR CEMENT PLASTER - SEE MATERIAL SPECIFICATIONS 7 A12.00 1 4 4 6 9 5 6 3 A12.00 TYP. 3 A12.00 TYP. TOP OF SLAB 0.00 TOP OF PLATE 9'-1" TOP OF SLAB 0.00 TOP OF PLATE 9'-1" 2 3 TYP. 3 TYP. 3 TYP. 5 5 5 7 7 8 8 9 1 2 14 10 11 11 12 12 13 14 9 3 TYP. 14 SLOPED CEILING AREA. 15 DROPPED SOFFIT . 15 15 BEYOND 14 C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 c o m s t o c k r o a d g a r d e n g r o v e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : d e s i g n 2 b u i l d @ y a h o o . c o m 1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION. 2.INSULATION SHALL CONFORM TO FLAME-SPREAD RATING AND SMOKE DENSITY REQUIREMENTS OF 2022 CBC. A.R-15 BATT INSULATION IN WALLS B.R-30 BATT INSULATION BETWEEN CEILING JOISTS C.R-30 SPRAY FOAM INSULATION (CLOSED CELL) IN VAULTED CEILING/ROOF D.R-13 BATT INSULATION BETWEEN ROOF RAFTERS 3.LABELED SAFETY GLASS [CBC SECTION 2406.4] IS REQUIRED IN: A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 60" FROM THE BOTTOM OF TUB/SHOWER B.WINDOWS ADJACENT TO A DOOR C.GLASS IN DOORS D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED. 4.ALL LUMBER IN CONTACT W/ CONC. TO BE PRES. TREATED DOUGLAS FIR (P.T.D.F.) 5.REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 1 CONCRETE FLOOR SLAB 2 CONCRETE FOOTING 3 4 ROOF FRAMING 5 6 2X STUDS @ 16" O.C. PER PLAN 7 (2) 2X TOP PLATES 8 2X BOTTOM PLATE 9 2x12 FASCIA BOARD - PAINTED. 10 11 12 13 INTERIOR FLOOR FINISH BATT INSULATION PER T24 2X BLOCKING DOOR / WINDOW PER PLAN CLASS A ROOFING MATERIAL - SEE MATERIAL SPECIFICATIONS EXTERIOR CEMENT PLASTER - SEE MATERIAL SPECIFICATIONS 7 A12.00 1 4 4 6 9 5 6 3 A12.00 TYP. 3 A12.00 TYP. TOP OF SLAB 0.00 TOP OF PLATE 9'-1" TOP OF SLAB 0.00 TOP OF PLATE 9'-1" 2 3 TYP. 3 TYP. 3 TYP. 5 5 5 7 7 8 8 9 1 2 14 10 R-30 11 11 12 12 13 14 9 3 TYP. 14 SLOPED (VAULTED) CEILING AREA. 15 DROPPED SOFFIT . 15 15 BEYOND 14 7 SD2 10 R-15 10R-15 10 R-15 10R-15 10 R-30 SPRAY FOAM 10 R-13 10 R-13 10 R-30 10 R-30 SPRAY FOAM 10 R-13 10 R-30 SPRAY FOAM C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 8 8 1 s t r a a r e n r e C A 9 2 8 4 0 T : 7 1 4 . 6 5 1 . 9 9 4 5 E : e s i n 2 i @ a . 1 2 7 5 6 9 10 11 12 13 C O V E R E D P A T I O D E M O L I T I O N 31 0 9 S A r t e s i a S t S a n t a A n a C A 9 2 7 0 4 NE W D E T A C H E D A D U 31 0 9 S A r t e s i a S t U n i t # 2 S a n t a A n a C A 9 2 7 0 4 11 1 s t r a a r e n r e C A 9 2 4 0 T 7 1 4 1 9 9 4 E e s i n 2 i a 3 816 GENERAL NOTES CONCRETE LUMBER/CARPENTRY LUMBER/CARPENTRY (cont.) NAILING SCHEDULE (CBC 2022 TABLE 2304.10.2) SHE ARWALL SCHEDULE 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER ( DONG ENG. ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER (DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI -FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14. SLAB -ON -GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB -ON -GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. REINFORCING STEEL 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 #346 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-O" 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'-O" 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: CONC. 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 NOT 1 1/2" 1 1/2" EXPOSED TO WEATHER, #11 AND SMALLER 3/4" 3/4" #14 AND #18 1 1/2" 1 1/2" 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA CRC CODE. 2. CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) FREEZING/THAWING EXPOSURE CLASS MAX. W/C 12 MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. FO N/A 2,500 N/A N/A F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A F2 0.45 1 4,500 ACI 318-19 TABLE 19.3.3.3 N/A F3 0.40' 5,000' ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b) SULFATE EXPOSURE MAX. MIN. F'c CEMENTITIOUS MATERIAL TYPE` CALCIUM ASTM C150 ASTM C595 ASTM C1157 CHLORIDE CLASS W/C" (PSI) SO N/A 2,500 --- --- TYPE WITH (MS) Si 0.50 4,000 Ills DESIGNATION MS --- TYPE WITH (HS) NOT S2 0.45 4,500 Vs DESIGNATION HS PERMITTED OPT. 0.45 4,500 V+POZZOLAN ' TYPES WITH (HS) DESIGNATION + POZ HS+POZZOLAN NOT or SLAG OR SLAG' or SLAG' PERMITTED S3 0 0.40 5,000 VS TYPE WITH (HS) HS NOT 2T DESIGNATION PERMITTED IN CONTACT WITH WATER EXPOSURE CLASS MAX. W/C'2 MIN. F'c (PSI) ADDITIONAL REQUIREMENTS WO N/A 2,500 NONE W1 N/A 2,500 26.4.2.2(d) W2 0.50 4,000 26.4.2.2(d) CORROSION PROTECTION OF REINFORCEMENT EXPOSURE CLASS MAX. W/C '' MIN. F'C (PSI) s MAX. CHLORIDE ION CONTENT % BY WT.,o RELATED PROVISIONS REINFORCED CONC. PRESTRESSED CONC. CO N/A 2,500 1.00 0.06 NONE C1 N/A 2,500 0.30 0.06 --- C2 0.40 5,000 0.15 0.06 CONCRETE" COVER NOTES: 1. THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE CONCRETE MIXTURE. 2. THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3. FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI. 4. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). 5. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. 6. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2. 7. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c). 8. IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED. 9. THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT. 10. CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.422. 11. CONCRETE COVER SHALL BE IN ACCORDANCE WITH 2O.5. 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 = 4,500 PSI ALL SLAB -ON -GRADE ............................................... F'c = 4,500 PSI ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 4,500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.45). 12. ALL CONCRETE WITH F'c GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE (CBC 2022) UNLESS NOTED OTHERWISE. SPECIAL INSPECTION 1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, 1704 & 1707 FOR THE FOLLOWING CONDITIONS: F. STRUCTURAL PLYWOOD (<=4" O.C.) (Periodic) G. CONCRETE (OVER 2500 psi) (Continuous) I cnll c rrnnnoI Inr.1 (IRQ Swi,6 o,,..,,h) 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'-O" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG -TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE -APPROVED IN WRITING BY ENGINEER (DONG ENG.). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER 2X4 STUDS (OVER 10')...................... NO.2 OR BETTER 2X PLATES & 3X PLATES .................. "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS ......................................... NO.2 2X JOIST ............................................. NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER .......................... NO.2 4X12 AND LARGER ........................... NO.1 6X AND 8X........................................... NO.1 4x POST/TIMBERS AND LARGER .... NO.1 ROOF PLANKING AND DECKING...... COM.DEX. BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE 2018 NDS STRESS VALUES FOR DOUGLAS FIR -LARCH: SINGLE/REPETITIVE 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 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= 1.7xl O' 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 12. ALL NAILING TO BE PER TABLE NUMBER 2304.10.2 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14. FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON -BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18. PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21. INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.0 STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.0 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. (1 2) 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 BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON 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 CRC. 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. ) REVIEW. 41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44. COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45. ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 2 16d NAILS. 47. PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48. SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49. STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50. A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51. FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE -TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. GLULAMS/MFR. WD. PROD. 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2. DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3. INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED WITH A MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7. PARALLAM PSL 2.0E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2900 PSI; fv = 290 PSI; E = 2.Ox106 PSI TIMBERSTRAND LSL 1.55E BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I -LEVEL PER ESR-1387 & LARR-25202 f b = 2600 PSI; fv = 285 PSI; E = 2.Ox106 PSI 8. ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER (DONG ENGINEERING) PRIOR TO INSTALLATION. 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10. I -LEVEL I -JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I -JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I -JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I -JOISTS PER ICC ESR#1251, RR#25439 11. PROVIDE DOUBLE I -JOISTS OR DOUBLE I -JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12. REFER TO I -JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I -JOIST WEB. NOTCHING OF I -JOIST FLANGE IS PROHIBITED. HORIZONTAL DIAPHRAGM: TYPICAL FLOOR/ROOF DECK/DECK SHEATHING 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG -TIE QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S. TYPICAL SLOPED/FLAT NON -ASSEMBLY ROOF SHEATHING 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.. NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG. 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C. 2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3. CEILING JOIST LAPS (NON -PARALLEL CONDITION), FACE NAIL 3-16d 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1 5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-1 Od 6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-1 Od 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-1 Od 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. 1 Od BOX @ 12" O.C. 13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d 14. BOTTOM PLATE TO RIM (NON -BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d 21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22. RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25. 2" PLANKS 2-16d AT EACH BEARING 26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C. 2-20d AT ENDS & SPLICE 28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29. BRIDGING TO JOIST, TOE NAIL 2-8d NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2. JOIST CAN BE EITHER SAWN LUMBER OR I -JOIST PER PLAN STRUCTURAL STEEL 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O. 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS D1.1 SPECIFICATIONS, E7OXX ELECTRODE. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER ( DOING ENG. ), ARCHITECT, GENERAL CONTRACTOR AND OWNER FOR APPROVAL PRIOR TO FABRICATION. AN PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT. 4. ALL FIELD WELDING (EXCEPT MINOR AND TACK WELDING) SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. WELDING AT BRACED & MOMENT FRAMES SHALL HAVE WELDING FILLER METAL WITH CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg (E70T-4 IS PROHIBITED). 5. USE 3/4" ROUND MACHINE BOLTS, 13/16" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS "HIGH STRENGTH" BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI -TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER CBC SECTIONS 1704 AND 1707. 6. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION. 7. PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S). 8. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 9. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL, PROVIDE 1/2"x3" NELSON STUDS AT T-O" O/C FOR ATTACHMENT OF NAILERS, U.N.O. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. 10. NONDESTRUCTIVE TESTING PER 2022 CBC SECTION 1703 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY. FOUNDATION/SITEWORK 1. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 2. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER ( DOING ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR THE POST -TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or B MATERIAL. 7. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8. PLACE 20'-O" 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'-O" O.C. EACH WAY IS RECOMMENDED. 10. DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. CITY O i `% NA Planning a W Cy CONFORMII JG TO ANSI/AF&PA �, ,.,./: -1 ', o SD S-2021/CBC 2022 �> NAILING 1,4 DESCRIPTION 3X SIZE EDGE FIELD SILL SILL TRANSFER FRAMING A.B.'S SEISMIC WIND MATERIALS FRM'G 16D PLATE LAG -- CLIP 5/8" VALUE VALUE SINKER MIN. LTP4/A35 CAP. CAP. A APA __ 8d 6" 12' 4' 2X4 12" -- 24" 42' 220F 30 RATED RA B 3/8" APA RATED - 8d 4" 12" 3" 2X4 12" -- 16" 36" 320 plf 447 plf C 3/8" APA 3 RATED YES7 STAGG. 2X4 8" -- 12" 24" 410 plf 575 plf D 3/8" APA 2 RATED YES 8d 2" 12" STAGG. 2X4 6" -- 10" 16" 530 plf 742 plf E APA 12" -- a }H C If RATED RATE YES 10d 2" 2X4 4" -- 10" 12" 40 F 15/32" STRUC. 1 YES 10d 2" 12" -- 2X4 4" -- 8" 12., a e plf WD. PANEL SOLE PLATE CONNECTION TO FRAMING BELOW (1) 3X MIN. M2X4 BILK. W/ 16d @ 4" OC STD. STAGG'D SOLID RIM OR BLK... G FOOTNOTES: 7 1. ALL NAILS TO BE COMMON NAILS. 2. SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS. 3. ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING. 4. SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 5. SIMPSON STRONG TIE 1/4" SIDS X 6" LONG LAG SCREWS. 6. PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. 3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 8. SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 9. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. %" A.B. - 3" X 3" X 0.229" 3/" A.B. - 3" X 3" X 0.229" 10. USE 4-1/2" SQ. X .229" AT 2X6 WALLS. 11. 3X MUDSILL PLATES 12. IF WOOD STRUCTURAL PANEL SHEAR WALLS WITH ASPECT RATIO (h/bs) EXCEED 2:1, SHEAR WALL CAPACITY SHALL BE REDUCED BY MULTIPLYING WITH 2bs/h FOR DESIGN. NOTE: WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEAR WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERRENT FRAMING MEBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. DESIGN LOADS: VERTICAL ( CBC 2022 ) ROOF RAFTER DL = 11 PSF EXT. WALL DL = 15 PSF ROOF RAFTER ILL = 20 PSF INT. WALL DL = 10 PSF CEILING JOIST DL = 4 PSF CEILING JOIST LL = 10 PSF SEISMIC DESIGN DATA IMPORTANCE FACTOR SITE CLASS Ss S1 SDS SDI SDC LATERAL FORCE RESISTING SYSTEM BASE SHEAR CS R W PROCEDURE USED REDUNDANCY FACTOR WIND DESIGN PROCEDURE USED BASIC WIND SPEED RISK CATEGORY WIND EXPOSURE SOIL SOIL REPORT PREPARED BY PROJECT NUMBER DATE SOIL BEARING PRESSURE SHEET INDEX: 1.0 D 1.292 0.463 1.034 NULL D 15 0.159 6.5 2.50 ELF 1.3 MWFRS 95 MPH 11 C GEOTECHNICAL INTERNATIONAL 1 SA-13-09-24 OCTOBER 11, 2024 1500 PSF S.0 STRUCTURAL GENERAL NOTES S.I FOUNDATION PLAN ROOF FRAMING PLAN SDI FOUNDATION DETAILS SD2 STRUCTURAL DETAILS 905� ,� - I 0-� o_' y , 11 1 JjkAAd WIiIIWI�� ._,06""-M'II i, DONG ENGINEERING, INC. 7661 GARDEN GROVE BLVD., r I D: GARDEN GROVE, CA 92841 TEL- 714-617-5979 INFO@DONGENGINEERING.COM THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. NO: DATE REVISIONS 01 03/27/2025 1 PLAN CHECK PROJECT OWNER PROJECT ADDRESS N Ill- ll-zj- Z � � N Ill- C1) Q U =)Q Q Q W Q Illl- QIllll- � Z Q rn U) 0 M STAMP Q�pFESSI �� G ��2 � cm w 6 LAV.U„,) * �/ OFCA\_\F DATE SIGNED: 3/27/25 SHEET DESCRIPTION GENERAL NOTES DE#: 240517 SHEET S.0 E REF. TV TV TV 1 2 A B 12 ' - 0 " A 12'-0" A H3H3 9'-6" BH3 H3 4' - 0 " A H3 H3 5' - 3 " A H3 H3 P2424 P2424 12 ' - 6 " 18 ' - 1 0 " 13 ' - 1 1 " 15 " 15 " 15 " 15 " 17 ' - 1 1 " 4'-6" 4'-6" 15" TYP. 15" 15" 15" 1 SD1 2 SD1 2 SD1 1 SD1 3 SD1 1 SD1 5 SD1 W/ C B S Q W/ C B S Q 5 SD1 8 SD1 TYP. 9'-6"8'-3" 4 SD1 TYP. 1 SD1 1 SD1 (N) 5" THK. CONCRETE SLAB ON GRADE W/ #4 @ 12" O.C. EA.WAY @ MID DEPTH OVER 15 MIL VAPOR BARRIER OVER 4" THK. BASE OF 1/2" OR LARGER CLEAN AGGREGATE OVER COMPACTED SOIL. NOTE FOR THE NEW EXTERIOR PORCH SLAB ON GRADE : (N) 4" THK. CONCRETE SLAB ON GRADE W/ #3 @ 24" O.C. EA.WAY @ MID DEPTH OVER 15 MIL VAPOR BARRIER OVER 4" THK. BASE OF 1/2" OR LARGER CLEAN AGGREGATE OVER COMPACTED SOIL. REF. TV TV TV 4 x 6 4 x 6 6 x 6 4 x 6 4 x 6 4 x 6 6 x 6 DROP 4 x 6 4 x 6 4 x 6 4 x 6 66 66 1 2 A B 12 ' - 0 " A 12'-0" A 4444 9'-6" B44 44 4' - 0 " A 44 44 5' - 3 " A 44 44 2 x 8 R I D G E B O A R D 2 x 8 R I D G E B O A R D 4 x 8 CLG W/ EN 1 6 x 12 RIDGE 2 4 x 1 0 3 4 x 8 4 6 x 6 DROP 5 4646 K.P. K.P. C1 C1 C1 R2 R2 R2 R2 R1 R1 2- 2 x 8 C L G 2 SD2 2245 44 17 SD1 W/ E P C 13 SD2 5 SD2 5 SD2 224 TR 11 SD2 W/ LCE 4 11 SD2 W/ LCE 4 5 W/ EN 16 SD1 1 SD2 W/ EN 10 SD2 1 SD2 1 SD2 1 SD2 2 SD2 4 SD2 3 SD2 2 SD2 8 SD2 7 SD2 8 SD2 6 SD2 TYP. W/ EP C W/ CC Q 15 SD2 15 SD2 6 x 1 2 D R O P 6 K.P. 5 SD2 W/ EPC SYMBOLS LEGEND HOLDOWN SCHEDULE:FOUNDATION NOTES DETAIL SHEET NUMBER DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) SDX X DETAIL NUMBER NEW SLAB/ FOOTING REBAR SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. xx x'-x"X INDICATES HOLDOWN, SEE HOLDOWN SCHEDULE 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4/SD1 FOR INSTALLATION OF HOLDOWNS. 3. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/ DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 4. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 5. HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 6. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 7. SEE DETAIL 12/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS, CONTACT DONG ENGINEERING, INC. 8. THE HOLDOWN POST SIZE SHALL FOLLOW THE HOLDOWN SCHEDULE U.N.O. 9. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS TO HAVE 5/8" DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 4 1/2" FROM THE END OF THE SILL PLATES. MIN. (2) A.BS. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 10. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH SIMPSON PHNW SERIES 0.145Ø PINS WITH A PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. 11. ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S). HDU2 HDU4 HDU5 HOLDOWNSYM. HDQ8 POST SIZE H3 H4 H5 4X 4X 4X H8 REF. DETAIL 4/SD1 HDU11H9 HDU14H10 HDU8H7 6X 6X 6X 8X HHDQ11H11 6X HHDQ14H12 8X 1. HOLDOWN POST MINIMUM THICKNESS IS SHOWN ON SCHEDULE ABOVE. ACTUAL HOLDOWN POST SIZE IS INDICATED ON PLAN. PAD SCHEDULES 2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W. BOTT. PAD TYPESYM. P2424 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X SDX DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: X FRAMING NOTES: 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES ROOF RAFTER, SEE JOISTS TABLE xx x'-x" XX POST SIZE, SEE POST SCHEDULE. INDICATES CEILING JOISTS, SEE JOISTS TABLE 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 3. HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG-TIE AS FOLLOWS U.N.O.: 2. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. - 2x4's @ 16" o.c. maximum 14'-0" height - 2x6's @ 16" o.c. maximum 20'-0" height 5. BUILDING CODE 2308.9.1 BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS: 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height 4. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN CONSTRUCTION KEY NOTES: 7. DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 16/SD2. ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR PROVIDE SOLID BLOCKING UNDER GIRDER / BEAM. LINE OF 2X BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEE PLAN FOR NUMBER OF BAYS. STRAPS SCHEDULE: XPOST SCHEDULE: POST SIZESYM. 24 224 324 26 226 2X4 STUD (2)-2X4 BUNDLED STUD (3)-2X4 BUNDLED STUD 2X6 STUD (2)-2X6 BUNDLED STUD 326 44 46 66 (3)-2X6 BUNDLED STUD 4X4 POST 4X6 POST 6X6 POST POST SIZESYM. JOISTS TABLE: MARK JOIST SPECIFICATIONS R1 R2 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 8 DFL#2 @ 16" O.C. MARK STRAP STRAP LENGTH NAILS/ SPACING REFERENCE DETAIL 8d BOX/SINKER @ 4-1/8" 8d BOX/SINKER @ 4-1/8" 16d SINKER @ 4-1/2" CS16 (2)CS16 CMSTC16 5 6 7 3' - 6" 3' - 6" 3' - 6" 9/SD2 LUS FACE MOUNT TOP FLANGED HANGER TYPEMEMBER 2X JOIST 4X, 6X, LSL or PSL TJI I-JOIST JB HU W/ MAX.BA IUS ITS X 1 2 3 ROOF RAFTER 2 x 10 DFL#2 @ 16" O.C. RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 4/28/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240517 AD U 31 0 9 S . A R T E S I A S T , U N I T # 2 S A N T A A N A C A 9 2 7 0 4 03/27/2025 PLAN CHECK01 04/25/2025 2ND PLAN CHECK02 S1 FOUNDATION PLAN ROOF FRAMING PLAN SCALE: FOUNDATION PLAN 1/4" = 1'-0"SCALE: ROOF FRAMING PLAN 1/4" = 1'-0" 1 1 1 15" CITY OF SANTA ANA DInr%r,ir,fi n I -Pb no r-x -1 � � 1 'qX -2 i .. 2.1/2" MIN. a �� D/2 1 Iul II III Iy U , Vu111LW,1 � t.1C. •-'� �t.y 4 24„ 5 D/2 „ n 1 4 2 ii MIN. TYP. � N co 0 u i D/2 z_I- -------------------�Q �- ± 22 1/2" w ■ O�� II HOOK co O I N ALT. TO VENT BLOCK F.G. F.G. � • E ITIISSAN E 5" 4 1/4" 2„O U z. • I- I i- I II I I I I I� I I I -I Im - I -III 1. TYP. EDGE NAILING. � -I I I I of III -III -III III III II ---- TYP.---AX_-------J 2. A35@16"O.C.FORVENT 1 Qp DONG ENGINEERING, INC. ROOF TRUSS CONDITION SPACING OF 6'-0" (2-A35's PER o NOTES: - - - ADJACENT BLK's.), AND @ 12" 0 � 0 w 7661 GARDEN GROVE BLVD., p z - SEE DETAIL #1 FOR INFORMATION . _ O.C. FOR VENT SPACING OF 4'-0" - NOT SHOWN. L J 11 aster I D . 0 o GARDEN GROVE, CA 92841 (3-A35's PER ADJACENT BLK's.). a. O _ REBAS TO SKIP A35's @ VENT BLOCKING. 1 2 0 w INTO EXTERIOR ORFOOTING MIIN. 24" 3 W W 10 • Date. TEE- 714-617-5979 3. SCREEN FOR VENTILATION. SEE NOTE #1 • INFO DONGENGINEERING.COM + 14 1/2' 6 SSTB BOLT INSTALLATION SSTB BOLT INSTALLATION _ 4. 8d COMMON EDGE NAILS @ 4" O.C. FOR VENT W @ SW @ EXT. FTG/SLAB @ SW @ INT. FTG/SLAB 2"0 - RESTRICTIVE NOTICE THESE DESIGNS, DRAWINGS, AND I SPACING OF 6'-0". 7 SPECIFICATIONS ARE THE EXCLUSIVE NOTES: (U.N.O.) ``' � U.N.O. I MAX. @ 3" O.C. FOR VENT o U c� SPACING OF 4'-0". 1. LAP 1. POST PER PLAN 5. ADJOINING FULL HT. 1. 1 1/ 2" CLEAR OR BARS MAY BE IN - 54 BAR DIAM. #10 THRU #11 2. P.T.D.F SILL PLATE PROPERTY IN S CA ENGINEERING. I BLOCKING PER SHEAR CONTACT IF WIRED TOGETHER. - 40 BAR DIAM. #8 THRU #9 3. CONT. FTG. REINF. PERP LAN THESE DRAWINGS CANNOT BE COPIED, 6 5 TRANSFERRED, OR REPRODUCED NOR 5" 4 1/4" +1 TRANSFER DETAILS. 2. CONDITION WHERE BARS OCCUR - 30 BAR DIAM. #5 THRU #7 4. SIMP. HOLD DOWN PER PLAN, SEE TABLE BELOW FOR SSTB BOLT DIAMETER 1 CAN ANY OTHER STRUCTURES BE BUILT - - - - - - - - TYP. 6. (3) BAYS OF FLAT BLK'G. ON THE SAME PLANE. 2. "D" = BEND DIAMETER 6" FOR #3 AND EMBEDMENT \ THRU #8; 8" FOR #9 THRU #11. 5. 1- #4 REBAR 4'-0" LONG CENTERED ON SSTB BOLT. LOCATE APPROXIMATELY 4 FROM THEM WITHOUT WRITTEN CONSENT. ROOF CONVENTIONAL CONDITION CENTERED @SCREEN. 3"-5" FROM TOP OF SLAB/ STEM WALL (OR FTG @ TWO -POUR SYSTEM). BEND RRC21 FNC07 FNC08 BAR DOWN INTO FTG. @ END OF CURB CONDITION. MAYBE FOUNDATION 18" TYPICAL VENT BLOCK 15 REINF. STD. HOOK, LAP 10 TYPICAL EXTERIOR TIE BEAM 6 #4HREBAR; .@12'OT .C.EA.WAYDCABLE. o Z REVISIONS 6. #4 HORIZ. @ 12' O.C. EA. WAY - - --- -- -- ------ 7. HOLD DOWN BOLT THREADED ROD PER TABLE. • •_' I - - -- :'v' Er-1 I iviJ SCALE: 8. SIMP. HDU11/ HHDQ11 OR HDU14/ HHDQ14 PER PLAN, SEE TABLE BELOW FOR F.G. �� N0: DATE REVISIONS 2-0" MIN. 2 PANEL WIDTH THREADED ROD BOLT DIAMETER AND EMBEDMENT. __ _ 18" DOWEL 9. EDGE OF PAD FTG. -I I -I I I I fL� II III III- I I -III -III 01 03/27/2025 PLAN CHECK ko\ _-----------____= 1. SHEAR PANEL PER PLAN. 10. EDGE OF CONC. SLAB -- ------11. EDGE OF CONT. FTG. 2. EDGE NAIL (E.N.) SHEAR �8 --� 7 9 i i 1 3 i PANEL TO ALL SHEARWALL SIMPSON SSTB (PER ICC ESR-2611) v EDGES. 1 i i WHEN PANEL EXTEND TO i i 4 i TRIMMER, E.N. BOTH TRIMMER 1/8„ 7 , AND KING STUDS. 9 1 1. 2X ROOF RAFTER PER PLAN. i i i i 1 3. FIELD NAIL @ 12" O.C. 6 2. DBL. TOP PLATE OR i i i i 4. 2X OR MULTIPLE KING STUD 2 0 1 DROP BM. PER PLAN. i i i i PER FRAMING NOTE W/ 16d 5 i A� 11 3. 2X STUD WALL PER PLAN. i i i i 6 @ 16" O.C. TO TRIMMER. 4. SHEARWALL PER PLAN. i i i i 5 5. TRIMMER PER PLAN. 2 5. FRAMING CLIP LTP4 PER 6. HEADER PER PLAN. i i i i 1. CONC. SLAB PER PLAN HOLD DOWN BOLT (MONO -POUR) HOLD DOWN BOLT (TWO -POUR) SIMPSON HD. HOLDOWN CAPACITY MIN. MIN. DIA. SSTB BOLT EMBED. (IeB) DIA. SSTB BOLT EMBED. (IeB) HDU2 3075# 5/8" SSTB 20 16 5/8" 5/8" SSTB 20 16 5/8" HDU4 4565# 5/8" SSTB 24 20 5/8" 5/8" SSTB 24 20 5/8" HDU5 5645# 5/8" SSTB 24 20 5/8" 5/8" SSTB 24 20 5/8" HDU8* HDQ8 7870# 7/8" SSTB 34 28 7/8" 7/8" SSTB 34 28 7/8" C z W 2 �? o U 1. VENNER WHERE OCCURS. 2. EXTEND FOOTING AT VENEER. SHEARWALL SCHDL. @ 48 O.C. MAX. 6. 2X FULL DEPTH BLK'G 48" O.C. @ i i i i i i i i i i i 7. MIN. 3-16d TO END OF HEADER. 8. SIMPSON HOEDOWN -- -- -- -- 2. BULLNOSE EDGES SSTBL MODEL IS RECOMMENDED FOR HDU8 HOLD DOWN ON 2-2X AND 3X SILL PLATES. 3.245 REBAR CONT. @ T & B (U.N.O.). 3 BETWEEN RIM & 1ST JOIST. BOUNDARY i i 8 PER PLAN. =I =1 =1==- _5. 4. CONC. SLAB. TO BLK'G. � � � � � � � � � 9.wHEN HOEDOWNS _ -NAILS I#3 OPT. POUR JOINT (N/A @ MONO POUR) W/ 7. ROOF SHEATHING AND NAILING PER i i I CONNECTED TO KING STUD,NAILING r DOWELS @ 16" O.C. EMBED MIN. 12" ON SCHDL. �� iL-REPLACED SIDS S SCREWS W/ 1 POUR. 8. BOUNDARY NAILS. �- - LONGER LENGTH TO GET 2 1/2" 1 3/4" „A„ A" g ��II 6. P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA PER PLAN. ----------------- -- PROJECT OWNER 9. (2) 16d SINKER OR SHORT NAILS AT NOTES: PENETRATIONS TO TRIMMER. MIN. TYP. PROJECT ADDRESS EA. 2X4 FLAT. NOTES: r________ i 7. 2X STUDS @ 16" O.C. (U.N.O.) 77 10. 2X4 FLAT @ 24" O.C. 1. PROVIDE 3/8" EDGE DISTANCE FOR NAILS. 7 8. SEE FOUNDATION PLAN FOR SUB -GRADE 2 I I 11. FRAMING CLIP @ ALT. LOCATION. 2. PROVIDE MIN. 2X BLK'G @ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHULE. SEE DETAIL #1 FOR Q BELOW SLAB. INFORMATION NOT SHOWN. 7 I 9. (E) CONC. FOOTING NOTES: 3. STAGGER NAILS THAT ARE SPACED 2" O.C. PROVIDE CONTROL JOINT AT I 10. (N) CONC. FOOTING - VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL 4. FOR SPECIFIC SHEARWALL CONDITIONS, SEE PLAN & SCHEDULE. - ii--------- I 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS. 10'-0" EACH WAY (U.N.O.), ii I 11. #4 DOWELS @ 32" O.C. W/ SIMPSON SEAMS PER MANUF. (U.N.O.). 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL - PROVIDE SAW CUT WITHIN 24 F.G. u _ I = SET-3G EPDXY, ESR-4057. PERIODIC -VERIFY ALL INFORMATION PER UPDATED CAI LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1/2" IN ANY DIRECTION. HOURS OF POUR. _I I _I I_ II 5 _� , , � SPECIAL INSPECTION IS REQUIRED SOILS REPORT. III I RRS10 WLC08 FNC09 FNC010 ° 11 I 10 z CD SHEAR TRANSFER 16 SHEAR PANEL ASSEMBLY DETAIL 11 TYP. CONTROL JOINT 7 In ;i , EXTERIOR FOOTING DETAIL 1 �, iNSERTI❑N SCALE11/12-NSERTI❑N SCALFI/24 : Of9 co-J PLAN �Q�,POFESSIO,yq � PANEL JOINT. "A" "A" 3/8" TYP. SECTION � ^ 0, w No.6m �; TO �0 v z 2 EXP. 3/31 /27 ��GPv Q THREADED ROD q CHN W TFOF CW`i �-� - OFFSET EDGE SUPPORT 03/27/2025 1. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 1. CONC. SLAB PER PLAN 2. JOIST. 2. 2X TREATED SILL PLATE 11 SIMPSON HD. HOLD DOWN BOLT POST MINIMUM FOOTING EMBEDMENT DIMENSIONS HOEDOWN CAPACITY DWF BOLT X4 WALL X6 WALL (d) A B HDU11 9535# 1 A36 THRD. ROD W/ 3 X3"X3/8 4X6 6X6 12" 16 1 /2" 15" 4X6 6X6 HHDQ11 11810# PLATE @ BOTT. HDU14 14390# A36 THRD. ROD HHDQ14 13710# 1„ W/4"X4"X1/2" PLATE @ BOTT. 4X8 6X8 15" 18" 18" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 15" 24" 2 18" 24" 3 21" 24" 3. 2 x 4 W/ 16d @ 12" O.C. WITH SIMPSON 2-1/2 SHOT PIN PDPA250 @ 32" O.C. I 1=III-III III I-III-III-III=1 M PANEL JOINT. 4. 2 x 4 FLAT W/ (2) 10d @ EA. END. PER (ICC ESR-2138). NOTES: 3/8" TYP. I I -III -III -III -III -III -III -III -III SEE SHEET S.0 FOR MORE - SEE PLANS FOR HOLDOWN TYPES. n INFORMATION. - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT 1 SHOWN. NOTES: - MAINTAIN MIN. EDGE DISTANCE OF 1.3/4" (MEASURED FROM EDGE OF CONCRETE TO • • CENTERLINE OF BOLT). NOTES: SEE DETAIL FOR - SIMPSON SSTB & SB CAST IN PLACE ANCHOR BOLTS PER ICC-ESR-2611. SEE DETAIL #1 FOR INFORMATIONNNOT SHOWN. - FOR NAILED OR SCREWED HOLD DOWNS, WHICH HAVE BEEN CONNECTED TO A 2X W INFORMATION NOT SHOWN. STAMP 4 STUD NEXT TO THE 4X (MIN.) POST, STITCH NAIL THE 2X TO THE POST W/ 16d @ 3" O.C. 7 - IN LIEU OF ANCHOR BOLTS USE STAGG. (2" O.C. STAGG. FOR HDU8). IF INSTALLED ON 2X POST ADJACENT TO 4X (MIN.) SHOT PINS AS PER GENERAL OFFSET EDGE SUPPORT POST, HDU11 AND HDU14 SHALL BE INSTALLED USING SDS-1/4"X4.1/2" IN PLACE OF NOTES FOR NOW SHEAR WALLS. QROFESSIONq� THOSE SPECIFIED FOR SOLID POST ATTACHMENT. �� G WLC04 FNC11 FNC12-NEW FNCO2 c w C 6 BLOCKING AT EDGE SUPPORT 12 NON -BEARING WALL 8 TYPICAL HOLDOWN INSTALLATION 4 INTERIOR FOOTING DETAIL 2 * EXP.03131/26 NSERTI❑N SCALE:1/1P d' CIV1N- �Q 1. CONC. SLAB. FOFCA\-�FO�� 1 1 4 POST &PAD 2. CONC. PORCH SLAB. 2 3 L L 3. 3/ 8" MIN. EXPANSION JOINT W/ JOINT 2 -- FILLER (N/A @ MONO POUR LOTS). SEE PLAN SEE PLAN 4. #4 X 24 DOWEL @ 24" O.C. DATE SIGNED: 3/27/25 (3" MIN.) (3" MIN.) 1. PANEL BOUNDARY & BOUNDARY FACE OF STUDS SHEET DESCRIPTION NAILING (B.N.) PER PLAN. J 4 2. FIELD NAILING PER PLAN. 1 I� ii ii 1 N z STRUCTURAL DETAILS 3. CONTINUOUS �N PANEL EDGE, NO i ', E.N. PER PLAN.�N 3 L J� 2 BLKG 4. DISCONTINUOUS PANEL EDGE, SLOPE PER ARCH 24" O.C.16" S S S & SPACING S i� �i _____ __ F.G. E N PER PLAN 1 REINF MAY BE CONT OR ADD z ... .... ............... 5. FRAMING @ C. SHOWN SINGLE LAYER INTERSECTION & CORNER BAR SAME SIZEA ii ii = =I I -_ • oil O.C. SIMILAR). WALL/FOOTING REINF. = - 4 z 6. DIRECTION OF FACE GRAIN L L L = _ _ -_ I I= `L J� -I I I -I I I EI I I- o g PERPENDICULAR TO SUPPORT. L = 30 BAR DIA. MIN. IN CONCRETE. =III, I I I=I I 6 NOTES: L = 40 BAR DIA. MIN. IN MASONRY ALT. COND. -III-III-III 3 I I- 1 0'-6" - STAGGER JOINTS AS SHOWN. 1 - MIN. SIZE OF SHEET SHALL BE N N MIN. 2 FT. x 2 FT. - NAILS SHALL BE DRIVEN TIGHT 1. SIMPSON APPROVED COLUMN 4 5 BUT SHALL NOT FRACTURE 4 BASE PER PLAN. DE#:240517 SURFACE OF SHEATHING. 2. POST PER PLAN. • • - TOLERANCE ON NAILING SHALL BE PAD &REINF. 3. OPT. CONC. SLAB NOTES: SHEET 3/4" W/ THE AVERAGE NAIL SEE PLANS 4. #3 MIN. "V" BAR BENT THRU 15" STIRRUP AS SHOWN - SEE DETAIL #1 FOR SPACING OVER ANY 4 FT. LENGTH INFORMATION NOT SHOWN. BEING AT LEAST THAT NOTED ON DOUBLE LAYERS INTERSECTION & CORNER THE PLAN. WLC07 FNC15 FNC16FNC03� SDI PLYWOOD SHEATHING LAYOUT 14 FOOTING/ BEAM INTERSECTION 9 COLUMN BASE 5 HOUSE FOOTING TO PORCH SLAB 3 INSER T I❑N SCALED/24 CITY OF SANTA ANA 1 1 5 Planning a u1 qelicy 3 1 2 3 1 2 A ... . 0: V I EQ. EQ. ' ° . . 1. BEAM PER PLAN. -- . 2. DBL. TOP PLATE. u 3. SIMPSON STRAP MSTI36 �j-z= r =r_= z= r_--z �- 2 3. ST SO 2 V V ° 5 ° 9 �, A roved 4. SIMPSON A34 AT EA. 1. PLYWOOD SHEATHING W/ 2 5 SIDE OF BEAM AND POST 3 5 ° ° 3 i E.N. (TO EA. JOIST WHEN SSUANC COND. A X�3 3 COND. C PER BEAM CONDITION. DBL. FLOOR JOISTS). 4FOR PE ITr I E 5. POST OR MULTI STUD --- --- - ° ° ° ° COND A: DROP BEAM COND B: TOP FLUSH BEAM rI I n 2. FLUSH BEAM PER PLAN. o , -- PER PLAN. 3. DBL. TOP PLATE. o 1. 2X ROOF AFTER PER PLAN. 4 1 1 4 6. 2X STUD EA. SIDE OF •• •• •. •• •• •. •, •. •� � •. •. •. •� 4. DROP BEAM PER PLAN. �� R PLAN. 2 2X CEILING JOIST PER 8 10 2 3. 2X STUD R PLAN. 1 1 BEAM W/ 16d @ 12" O.C. 5. STRAP PER CHART �� 4. 2X BEVEL D BLK'G. DONG ENGINEERING, INC. STAGGERED TO POST. 6 BELOW. 1. (2) FRAMING CLIP A34 7 �� 11 5. ROOF E THING AND NAILING o • • • ° • ° ° ° • o :o' ° o: l� ADD 3-16d EA. SIDE TO BM. 6. ALT. STRAP LOCATION. 7661 GARDEN GROVE BLVD. 7. 2X SILL PLATE. 7. SEE PLAN FOR BEARING @ EA. END OF BRACER. -- PER NAILIN S�R L,.., + ° ii ° ° ° �i ° ° 4 2 4 4 CONDITION. 2. SIMPSON EPC OR ECCQ' 3 6. SHEARWA LP�R�L�Itler I D. GARDEN GROVE, CA 92841 ii -/ NOTE: COLUMN CAP PER PLAN. 6 7. FRAMING LIP LTP4 PER 3. RIDGE BEAM PER PLAN. SHEARWALL S " O.C. MAx. TEL- 714-617-5979 °-ADD FILLER @ SIDE of 7 INFO DONGENGINEERING.COM i - BEAM AS NEEDED. 1 5 4. 4X4 MIN. KING POST. 8. FRAMING LCa�, OCATION. 1. WOOD BEAM PER PLAN. \�� /�L022 � 5 � �5� 5. DBL. TOP PLATE. 9. BOUNDARY NAILS. 2. SIMPSON APPROVED COLUMN �� COND. B CAP PER PLAN. �� COND. D -- 3. WOOD POST OR DROP BEAM PER PLAN. z 4 7 4. SIMPSON STRAP "ST6236". ALT. LOCATION ON TOP OF BM. 6. HDR. PER PLAN. 10. 6-16d COMMON NAILS @ EA. • RAFTER AN RESTRICTIVE NOTICE 11. DBL. TOP PLATE OR DROP BM. THESE DESIGNS, DRAWINGS, AND I-VAI PER PLAN. SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, 6 TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT 5. PROVIDE SHIM UNDER AND @ IFROM THEM WITHOUT WRITTEN CONSENT. THE SIDE OF THE SMALLER BM. COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM WLC17 AS REQUIRED. WLC01 WLD01 RRC15 RRS02 BEAM TO POST CONNECTION F17 BEAM POCKET DETAIL 13 DRAG DETAIL 9 CONNECTION DETAIL 5 SHEAR TRANSFER 1 REVISIONS INSERTI❑N SCALES 1/12 INSER I I❑N SCALEI/16 INSERTI❑N SCALE- 1/1E INSERTI❑N SCALE; 1/2, INSERTI❑N SCALE: 1/12 NO: DATE REVISIONS 01 03/27/2025 PLAN CHECK 132 -1 i) ply) STRAP END LENGTH NAILS/ SPACING CAPACITY O CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 1700# © (2)CS16 3'-6" 8d BOX/ SINKER @ 4-1/8" 3400# O7 CMSTC16 3'-6" 16d SINKER @ 4-1/2" :45oil 6 13 7 I I I I I I I I ` iui L J` I LA \ ----------------- � 1. 2X ROOF RAFTER PER PLAN. 2. BOUNDARY NAILS. i i 8 6 1. 2X ROOF RAFTER PER PLAN. 5 6 3. 2X FULL DEPTH BLK'G @ 48" i i 2. 2X CEILING JOIST PER PLAN. O.C. BETWEEN RIM & 1ST JOIST. i t 2 i 3 3. 2X RIM OR BLK'G. 4 BOUNDARY NAILS TO BLK'G. 4. 2X STUD WALL PER PLAN. p 4. DBL. TOP PLATE OR IVf 7 13 5. SHEARWALL PER PLAN. 3 5 B z B DROP BM. PER PLAN. iA 0 IAI 0 6. FRAMING CLIP LTP4 PER ;Db- 5. FRAMING CLIP @ ALT. SHEARWALL SCHDL. w �' LOCATION.. @ 48" O.C. MAX. +'�`<<c� } } 10 7. PROVIDE 2X STRUT PROJECT OWNER 2 SHEARWALL SCHDL.P4 PER 4 5 ~ 4 5 ~ @ 48" O.C. W/ A35 @ EA. END. 13 @ 48" O.C. MAX. d f�1 8. 2X LEDGER W/ 2-16d @ 6" i CN L 7. SHEARWALL PER PLAN. STUWALL PER 9. ROOF SDHEATHING AND PLAN. I "' 1 ' 1 Imo/ IL Imo/ L N `\ \� U O.C. TO 2X BLK'G. 9. I 6 110?2 BO.C. 4 F LA SPAN ACROSS NAILING PER NAILING SCHDL. I MIN. 6 C.J. @ 8'-0" MAX. PROJECT ADDRESS 11. DBL. TOP PLATE. 13 8 7 1. ROOF OR FLOOR SYSTEM OR TRUSSES BY MFR., SEE PLAN. 2 11 ��\ 12. ROOF SHEATHING AND 2. 2X BLK'G @ 48" O.C. __ NAILING PER NAILING SCHDL. 5 3. SIMPSON "DTC" @ 48" O.C. MAX. 13. CONT. PLYWOOD 8 4 4. JOIST OR TRUSS BOTT. CHORD. 5. NON BEARING WALL. A CV RRS14 RTC01 RRS11 DETAIL A: CALIF. ROOF @ SHEARWALL CALIF. FRAMING (PLAN VIEW) Z CD SCALE: NTS SCALE: NTS SHEAR TRANSFER 10 NON -BEARING WALL DETAIL 6 SHEAR TRANSFER 2 1. 2X ROOF RAFTER OR TRUSS PER PLAN. INSERTI❑N SCALE: 1/1c INSERTI❑N SCALEI 1/12 INSERTI❑N SCALE- 1/1L. 2. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., ♦♦) ^^ Q SEE NAILING PER SHEARWALL SCHDL. 4 5 4 1 v 3. ROOF SHEATHING AND NAILING PER 1. BM. PER PLAN CONT. OVER 6 4 NAILING SCHDL INTERMEDIATE POST. j 7 9 8 4. FRAMING CLIP A35/ LTP4 PER SHEARWALL 2. POST PER PLAN. SCHDL. @ 48" O.C. MAX. 3. LTP4 ON TOP OF CORNER BEAMS. 9 .. w Q 5. SHEARWALL PER PLAN. CONT. PLYWOOD 4. 1/2" DIA. LAG SCREW W/ 4" EMBED. INTO 3 SHEATHING SAME TYPE AS SHEARWALL 2 2 POST OR W/ 7" EMBED. FOR INVERT. 1 of Q 9 6 13 6 BELOW TO CALIF. FRAMING. 5. BM. PER PLAN, MITER CUT @ CORNER POST. 10 7 1. 2X ROOF RAFTER PER PLAN. 6. ROOF SHEATHING W/ CALIFORNIA 6. ALT. METHOD USE "PC", "BC" OR "AC" 3 1 2 I 4 2. 2X CEILING JOIST PER PLAN. Q FRAMING. CONNECTOR, BM. CAN BE SPLICED ON POST. 1. RIDGE PER PLAN. 1 3. TOP PLATE OR DROP BM. ``^^' Z 13 7. 2X4 ROOF RAFTER OR TRUSS @ MAIN 7. ALT. METHOD USE "EPC", "BC" OR "LCE" @ 2. SIMPSON "LSSR" FACE MOUNT 6 PER PLAN. v, Q ROOF FRAMING (TYP.) 2 3 5 2 1 CORNER CONDITION. FLUSH RIDGE COND. HANGER. 4. 2X SOLE PLATE W/ 16d @ 6" m U) 8. 2X R.R. @ @ CALIF. FRAMING 16 O.C., 8. RETURN BM. IF OCCURS. WILL NEED "W TOP 3. 2X ROOF RAFTER PER PLAN. O.C. U.N.O., SEE NAILING PER O IMTERMEDIATE SUPPORT @ 8'-0" O.C. MAX. FLANGED HANGER OFFSET @ " SCALE: NTS EPC" & "BC". 4. ROOF SHEATHING AND SHEARWALL SCHDL. PER DETAIL C X MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. NAILING PER NAILING SCHDL. 10 5. 2X STUD WALL PER PLAN. 11 9. 2X CONT. W 2-16d @ 24" O.C. TOE NAIL TO 4 4 7 5 8 4 5. BOUNDARY NAILS. I 6. SHEARWALL PER PLAN. M •� �J TRUSSES OR @ 16" O.C. TOE NAIL TO R.R. 2 6. SIMPSON COILED STRAP CS16 7. ROOF SHEATHING AND 1 10. 2X FULL DEPTH BLOCKING. 8 1 W/ 11" END LENGTH @ 32" O.C. 1 NAILING PER NAILING SCHDL. 11. 2X6 RIDGE BM. W/ 2-16d TOE NAIL TYP. EA. 1 7. LAP AND SPLICE W/ 3-16d @ 8. ROOF SHEATHING W/ FACE AND EA. SIDE EA. SIDE. 2 CALIFORNIA FRAMING. 10 12 12. 2X6 PURLIN & 2X4 BRACE @ 9'-0" O.C. AND 8. 2X FULL DEPTH BLOCKING. i 3 9. BOUNDARY NAILS. @ 8'-0" O.C. TO LIMIT R.R. TO 8'-0" SPAN MAX. �__� 10. FRAMING CLIP LTP4/ A35 13. BOUNDARY NAILS. PER SHEARWALL SCHDL. @ 6 5 48" O.C. MAX. 3 1 STAMP DETAIL B: CALIF. ROOF TO MAIN ROOF DETAIL C: CALIF. RIDGE 7 6 4 SCALE: NTS SCALE: NTS DROP RIDGE COND. pFESSIO SCALE: NTS QR G N5�(� RRC03 WLC10 RRC04 240517-1 C m CALIFORNIA FRAMING DETAIL 15 BEAM TO STANDALONE POST 11 CONNECTION DETAIL 7 SHEAR TRANSFER 3 6 EXP.03131126 INSERTI❑N SCALEI/12 INSERTI❑N SCALEI/ 1E INSERTI❑N SCALEI/16 INSERTI❑N SCALEI s CIVk\- NAIL SPLICE: 5 1. 16d @ 8" O.C. (5) MIN. EA. SIDE OF T��FOFCA\_\F SEE TABLE SPLICE U.N.O. & PER TABLE BELOW. "L" MAX. 12" MIN. 12" MIN. 2. 2X STUD WALL PER PLAN. 3. LOCATE STUD UNDER SPLICE OR )< PROVIDE 2X BLKG. ATTACHED TO DATE SIGNED: 3/27/25 3 4 2 ADJACENT STUD W/ (3) 16d EA. SIDE. 1. ROOF SHEATHING AND 4. PLATE TO STUD NAILING PER Oj 1 3 2 NAILING PER NAILING SCHDL. 4 C.B.C. MIN REQUIREMENTS. w 6 5 3 2. ROOF SHEATHING W/ SHEET DESCRIPTION •. 6 5. NUMBER OF NAIL SPECIFIED CALIFORNIA FRAMING. BETWEEN SPLICING POINTS PER EQ. EQ. Q i 3. BOUNDARY NAILS. �, �.� STRUCTURAL DETAILS STRAP SPLICE: TABLE BELOW. 1 2 3 i �. �� 4. 2X ROOF RAFTER PER 1 6. SIMP. STRAP PER TABLE BELOW. 7 6 PLAN. 7. SIMP. STRAP ST6224. 5 5. CALIFORNIA FRAMING. TOP PLATE. 2 NOTES: NOTE: 1. NOTCH LOCATION. 8 g 7. FRAMING CLIP LTP4 PER 6 - FULLY NAIL STRAP W/ 16d ONLY ONE NOTCH OR HOLE ALLOWED PER 2. SIMPSON STRAP "MSTA36" W/ (11) 4 SHEARWALL SCHDL. @ 48" SINKER OR 10d COMMON. 7 EA. STUD. (EXCLUDING LET -IN BRACES). 10d COMMON EA. END (STRAP NOT 2 1 4 O.C. MAX. \ -NAIL SHALL BE STAGGERED REQ'D AT SILL PLT.) 14 8. PLYWOOD TYPE "A" 5 EQ. EQ. & AT LEAST 2 1/4" APART. 3. BORED HOLE. 10 9. 2X STUD WALL PER 2X SOLE PLATE W/ PAN L . 2 3 1. HDR. PER PLAN. 2. (3) 16d COMMON FROM KING STUD TO HEADER, TYP. 3. SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR WALLS AT OPENINGS WIDER THAN 8'-0" 4. SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. CONDITION A B C NAIL MIN. PLATE LAP 4'- 0" MIN. 4'- 0" MIN. 6'- 0" MIN. SPLICE COMMON NAIL 1 ROW (9) - 16d 2 ROW (6) - 16d 2 ROW (9) - 16d STRAP STRAP MSTA30 ST 6224 MST48 SPLICE CAPACITY 1880# 2506# 3760# 2-2X TOP PLT. 2X OR 3X SILL PLATE. NOTCHES BORED HOLES MIN. SPACING "L" MAX. "W" MAX. 2X4 PLATE 6-0" 3-1/2" 1-1/2" 1-1/4" 2X6 PLATE 6-0" 5-1/2" 2" 2" 2X8 PLATE 6-0" 5-1/2" 2" 3" v 6" O.C. U.N.O., SEE NAILING 1. RIDGE PER PLAN. 4 PER SHEARWALL SCHDL. 11. SIMPSON APPROVED 2. 2X ROOF RAFTER PER PLAN. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. HANGER PER PLAN. 13 12. CEILING BEAM PER PLAN. DE#: 240517 4. A35 @ EA. RAFTER 12 11 5. SIMPSON STRAP LSTA30 @ 32" O.C. 13. 2X CEILING JOIST PER SHEET 6. EDGE NAILING. PLAN. 14. BOUNDARY NAILS. 5. (2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. WLC30 WLC03 WLC05 RRC05 240517-2 SD2 TYPICAL HEADER DETAIL 20 TOP PLATE SPLICE TYP. 16 PLATE NOTCHING AND BORING 12 CONNECTION DETAIL 8 SHEAR TRANSFER 4 INSERTI❑N SCALE, 1112 INSERTION SCALE 1/12 INSERTI❑N SCALE: RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 3/27/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240517 AD U 31 0 9 S . A R T E S I A S T , U N I T # 2 S A N T A A N A C A 9 2 7 0 4 03/27/2025 PLAN CHECK01 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 3/27/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 240517 AD U 31 0 9 S . A R T E S I A S T , U N I T # 2 S A N T A A N A C A 9 2 7 0 4 03/27/2025 PLAN CHECK01 Certificate of Compliance Payment of School Facility Fees Santa Ana Unified School District Description of Project Number of Square Feet of Residential Space _ Sq.Ft a Number of Square Feet of Commercial Space r $ CDe%. Fee) Sq.Ft x $ (Dev. Fee) 5117 - Total $_ Total S The above representations as to square footage are true. Applicant agrees that if it is later determined that such representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 53080 must do so within 90 days from the payment of the fee. Applicant ' arne (Please Print) Signature Date This certifies that the above -named Applicant has paid school i-acility fees in compliance with all existing and applicable sections of the Government Codc< and Education Code. Lfy�4 w Santa Ana tlni ed School District Auffiorized Representative Date DISTRIBl1TIO,ti' H hae - OtylCounn C'anan, -Applicant Plnk - Facilities SANTA ANA CITY COUNCIL Mayor vamezcua@santa-ana.org Mayor Pro Tem, Ward 1 tphan@santa-ana.org Ward 2 bvazquez@santa-ana.org Ward 3 jessielopez@santa-ana.org Ward 4 pbacerra@santa-ana.org Ward 5 jryanhernandez@santa-ana.org Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org CITY MANAGER Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall October 2, 2024 Also sent via email to: max@d2bgroup.com Vicky Oanh Tang 3109 South Artesia Street Santa Ana, CA 92704 Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 3109 South Artesia Street (APN: 412-232-28) in Santa Ana, CA Dear Vicky, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for an 800-square-foot detached ADU located at 3109 South Artesia Street (APN: 412-232-28). Notice is hereby given that the following assigned address shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address to be Activated/Posted 3109 South Artesia Street ADU) To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. The address will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician Exhibit A – Address Plan Address Letter for 3109 South Artesia Street Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner (N) DETACHED ADU3109 S. ARTESIA STREETUNIT 2 EXHIBIT A: ADDRESS PLAN (E) SINGLE-FAMILY DWELLING3109 S. ARTESIA STREET (E) GARAGE Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:10/21/2024 CLIENT: JOB NO.:240517 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Page 1 of 21 Dong Engineering Inc. ADU Job#:240517 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Date: ROOF:SHINGLE Slope 5:12 Live Load 20 psf Roof'g Material 3.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.15 psf Total Load 35 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: 6 Sheets:Date: Init:Remark: LOADING CONDITIONS 10/21/2024 Page 2 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 A. General: Number of stories 1 Building risk category II Design Code CBC 2022 Load standard ASCE 7-16 ASCE 7-16 Design Load Combination ASD B. Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Wind Exposure C Wind Speed 110 Enclosure Enclosed Building Velocity pressure qz = 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz (Table 26.10-1) Directionality Factor Kd (Table 26.6-1) Topographic factor defined Kzt (26.8.2) Gust Effect Factor G (26.11.1) Pressures for MWFRS p = qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp (Fig. 27.3-1) Internal pressure coefficient Gcpi (Table 26.13-1) SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category (Table 11.6-1) Importance factor I (Table 1.5-2) Soil Site Class D-Default (Table 20-3-1) Response modification coefficient R = 6.5 (Table 12.2-1) System overstrength coefficient Ω = 2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)12.5 Building period T=Ta (sec) = 0.25 (Formula 12.8-7) Base Shear Adjustment Factor = 1 Seismic response coefficient Cs = 0.16 (Formula 12.8-2) BUILDING INFORMATION Page 3 of 21 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 3109 S Artesia St, Santa Ana, CA 92704, USA Latitude, Longitude: 33.7061532, -117.8965295 Date 10/20/2024, 7:06:01 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.292 MCER ground motion. (for 0.2 second period) S1 0.463 MCER ground motion. (for 1.0s period) SMS 1.55 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.664 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.292 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.399 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.879 Factored deterministic acceleration value. (0.2 second) S1RT 0.463 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.501 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.645 Factored deterministic acceleration value. (1.0 second) PGAd 0.771 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.923 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.358 Vertical coefficient 10/20/24, 7:06 PM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 Page 4 of 21 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 10/20/24, 7:06 PM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 Page 5 of 21 REF. TV TV TV ROOF SHEARWALL LAYOUT 1Y 1X 1 2 A B Page 6 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 45.5(ft)Section length: 18(ft) Base height: 0.5(ft)Slope roof height: 14(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 45.5(ft), L = 18(ft), H = 12.5(ft)-->L/B = 0.4, H/L = 0.69 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.034, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.034*1*W/6.5 = 0.1114*W Total Seismic Load = 96.04 = 96.04 PLF Redistrib: 862.5*9 = 7762.5 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 141.14 x 45.5 / (2 x 18) = 178.39 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 141.14 x 45.5^2 / (8 x 18) = 2029.13 LBS Splice w/ min. (11) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 15*45.5 = 682.5 PLF Wall = 15*2*4.5 + 10*1*4.5 = 180 PLF Shear = 0.1114(682.5+180) = 0.1114*862.5 = 96.08 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 96.04*862.5*9/7762.5 = 96.04 PLF SHEAR ROOF = 0.6*W = 103.73(plf) ROOF 103.73 PLF WIND GOVERN Page 7 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 18(ft)Section length: 45.5(ft) Base height: 0.5(ft)Slope roof height: 14(ft)Gable mean roof height: 11.5(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 18(ft), L = 45.5(ft), H = 12.5(ft)-->L/B = 2.53, H/L = 0.27 Wall coefficient: Cpw = 0.8, Cpl = -0.27 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.034, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.034*1*W/6.5 = 0.1114*W Total Seismic Load = 101.05 = 101.05 PLF Redistrib: 907.5*9 = 8167.5 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 144.36 x 18 / (2 x 45.5) = 28.55 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 144.36 x 18^2 / (8 x 45.5) = 128.5 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 20.4) ROOF Roof = 15*45.5 = 682.5 PLF Wall = 15*2*4.5 + 10*2*4.5 = 225 PLF Shear = 0.1114(682.5+225) = 0.1114*907.5 = 101.1 PLF Plate height: ROOF = 9(ft) SHEAR ROOF = 101.05*907.5*9/8167.5 = 101.05 PLF SHEAR ROOF = 0.6*W = 85.67(plf) ROOF 101.05 PLF SEISMIC GOVERN Page 8 of 21 Do ng E n g i n e e r i n g I n c . AD U 31 0 9 S . A R T E S I A S T U N I T # 2 , S A N T A A N A , C A 9 2 7 0 4 Jo b # : 2 4 0 5 1 7 Da t e : 1 0 / 2 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 W a l l Se c . St o . W i n d Se i s m i c Sp a n Of f s e t W i n d Se i s m i c (# ) (# ) (# ) v_ ( p l f ) v_ ( p l f ) (f t ) (f t ) V_ ( l b ) V_ ( l b ) 1 Ty p e A : W i n d = 7 7 2 ( l b ) , S e i s m i c = 9 0 9 ( l b ) 1 1Y 1 85 . 7 10 1 . 1 18 77 1 90 9 l- - - - - - - - - - - - - - - 1 8 . 0 ( f t ) - - - - - - - - - - - - - - - l 2 Ty p e A : W i n d = 7 7 2 ( l b ) , S e i s m i c = 9 0 9 ( l b ) 2 1Y 1 85 . 7 10 1 . 1 18 77 1 90 9 l- - - - - - - - - - - - - - - 1 8 . 0 ( f t ) - - - - - - - - - - - - - - - l A Ty p e A : W i n d = 2 3 6 0 ( l b ) , S e i s m i c = 2 1 8 5 ( l b ) A 1X 1 10 3 . 7 96 . 0 45 . 5 23 6 0 21 8 5 l- - - - - - - - - - - - - - - 4 5 . 5 ( f t ) - - - - - - - - - - - - - - - l B Ty p e B : W i n d = 2 3 6 0 ( l b ) , S e i s m i c = 2 1 8 5 ( l b ) B 1X 1 10 3 . 7 96 . 0 45 . 5 23 6 0 21 8 5 l- - - - - - - - - - - - - - - 4 5 . 5 ( f t ) - - - - - - - - - - - - - - - l #N / A #N / A #N / A #N / A #N / A #N / A De s c r i p t i o n V_ ( l b ) = v _ ( p l f ) * S p a n * S p a n / 2 / ( S p a n + O f f s e t ) LA T E R A L p F a c t o r : X D i r e c t i o n : p = 1 ; Y D i r e c t i o n : p = 1 Page 9 of 21 Do ng E n g i n e e r i n g I n c . AD U 31 0 9 S . A R T E S I A S T U N I T # 2 , S A N T A A N A , C A 9 2 7 0 4 Jo b # : 2 4 0 5 1 7 Da t e : 1 0 / 2 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 9 " | 4 * d * 1 . 4 = 0 . 4 8 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 4. 5 0 4. 0 0 16 . 2 5 5. 2 5 6. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 0. 8 0. 8 Co m . ( k i p s ) 1. 3 1. 5 Ri g h t S i d e Ho l d D o w n HD U 2 HD U 2 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 0. 8 0. 8 Co m . ( k i p s ) 1. 3 1. 5 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 4. 7 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 4. 2 5 P1 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 7 7 2 l b s | S e i s m i c : 9 0 9 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 4 5 f t | T o t a l S h e a r W a l l L e n g t h = 9 . 2 5 f t | S h e a r D i a p h r a g m = 2 9 p l f | D e s i g n S h e a r W a l l = 8 8 p l f ( W i n d ) / 1 0 3 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 0 . 8 / 0 . 9 ) + P 2 ( 1 . 2 / 1 . 2 ) = 2 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 1 / 1 . 2 ) + P 2 ( 1 . 6 / 1 . 6 ) = 2 . 7 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P2 27 5 -31 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 10 of 21 Do ng E n g i n e e r i n g I n c . AD U 31 0 9 S . A R T E S I A S T U N I T # 2 , S A N T A A N A , C A 9 2 7 0 4 Jo b # : 2 4 0 5 1 7 Da t e : 1 0 / 2 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 1 " | 4 * d * 1 . 4 = 0 . 0 5 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 8. 0 0 10 . 2 5 12 . 0 0 4. 5 0 3. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) Ri g h t S i d e Ho l d D o w n No U p l i f t Po s t S i z e Te n s i o n ( k i p s ) Co m . ( k i p s ) An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y 2. 5 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 2. 2 5 3. 2 5 P1 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 7 7 2 l b s | S e i s m i c : 9 0 9 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 4 5 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 2 8 p l f | D e s i g n S h e a r W a l l = 6 4 p l f ( W i n d ) / 7 6 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 7 / 3 . 7 ) = 3 . 7 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) 67 4 -28 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 11 of 21 Do ng E n g i n e e r i n g I n c . AD U 31 0 9 S . A R T E S I A S T U N I T # 2 , S A N T A A N A , C A 9 2 7 0 4 Jo b # : 2 4 0 5 1 7 Da t e : 1 0 / 2 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 7 " | 4 * d * 1 . 4 = 0 . 4 1 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 12 . 0 0 5. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 3 Co m . ( k i p s ) 2. 7 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 3 Co m . ( k i p s ) 2. 7 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e P1 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 2 3 6 0 l b s | S e i s m i c : 2 1 8 5 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 1 7 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 f t | S h e a r D i a p h r a g m = 1 8 3 p l f | D e s i g n S h e a r W a l l = 1 9 7 p l f ( W i n d ) / 1 8 2 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 . 6 / 2 . 6 ) = 2 . 6 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 3 . 7 / 3 . 7 ) = 3 . 7 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) -10 0 9 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 12 of 21 Do ng E n g i n e e r i n g I n c . AD U 31 0 9 S . A R T E S I A S T U N I T # 2 , S A N T A A N A , C A 9 2 7 0 4 Jo b # : 2 4 0 5 1 7 Da t e : 1 0 / 2 1 / 2 0 2 4 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 1 " | 4 * d * 1 . 4 = 0 . 6 " < 0 . 0 2 x 1 0 8 = 2 . 1 6 " 2. 2 5 9. 5 0 0. 7 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 9 Co m . ( k i p s ) 2. 9 Ri g h t S i d e Ho l d D o w n HD U 2 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 9 Co m . ( k i p s ) 2. 9 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y 5. 2 5 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 9.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 2 3 6 0 l b s | S e i s m i c : 2 1 8 5 l b s | S h e a r P a n e l T y p e : B | ( þ = 1 ) To t a l L e n g t h = 1 7 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 9 . 5 f t | S h e a r D i a p h r a g m = 1 8 1 p l f | D e s i g n S h e a r W a l l = 2 4 8 p l f ( W i n d ) / 2 3 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 3 / 3 ) = 3 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 4 . 2 / 4 . 2 ) = 4 . 2 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P1 40 7 -10 8 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 Page 13 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 45.5 104 96 9 12 197 A B 1 1X 45.5 104 96 9 9.5 248 B v(plf) = V/L Shear wall design concept is chosen as Individual full-height wall segment (Sec. 4.3.2.1 ) and Force-Transfer Around Openings (FTAO) (Sec. 4.3.2.2 ). For mix-type, chosen concept is determined by more critical design result. V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind SUMMARY SHEAR WALL Page 14 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 18 86 101 9 8.806 103 A 2 1 1Y 18 86 101 9 12 76 A Shear wall design concept is chosen as Individual full-height wall segment (Sec. 4.3.2.1 ) and Force-Transfer Around Openings (FTAO) (Sec. 4.3.2.2 ). For mix-type, chosen concept is determined by more critical design result. v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic Page 15 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job #: 240517 Date : 10/21/2024 Plan : 1 BEAM : 1 - CLG @ LIVING/KITCHEN Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 10.75 ft Roof Vaulted: (13+20)(4.8) = (DL=61.8PLF; LLr=95PLF) form 0 to 10.75 Roof Primary: (15+20)(0.7) = (DL=10PLF; LLr=13.3PLF) form 0 to 10.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1001/1001 0 2 1001/1001 0 USE 4 x 8 Critcal Shear = 1000 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 225, A = 25.38 Critcal Moment = 2688 LB-FT @5.5' M/(F'b x S)= 0.72 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.314 INCH @ 5.25 L/240 = 0.538" Critical Deflection for LL = -0.183 INCH @ 5.25 L/360 = 0.358" 1 2 Moment Shear Deflection 10.75' BEAM : 2 - RIDGE @ LIVING ROOM & KITCHEN Loads(Downward+) Beam Weight 15.4 plf from 0 ft to 17.5 ft Roof Vaulted: (13+20)(9.5) = (DL=123.5PLF; LLr=190PLF) form 0 to 17.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2856/2856 0 2 2856/2856 0 USE 6 x 12 Critcal Shear = 2856 LB @0' 1.5xV/(F'v x A)= 0.32 F'v = 212, A = 63.25 Critcal Moment = 12496 LB-FT @8.75' M/(F'b x S)= 0.73 F'b = 1688, S = 121.23 Critical Deflection for TL = -0.618 INCH @ 8.75 L/240 = 0.875" Critical Deflection for LL = -0.355 INCH @ 8.75 L/360 = 0.583" 1 2 Moment Shear Deflection 17.5' Page 16 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job #: 240517 Date : 10/21/2024 Plan : 1 BEAM : 3 - HDR. @ LIVING ROOM & KITCHEN Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 4.5 ft Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 4.5 Roof Primary: (15+20)(0.7) = (DL=10PLF; LLr=13.3PLF) form 0 to 4.5 Point load @ 3.5 : Load from beam 2 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 773/773 0 2 2372/2371 0 USE 4 x 8 Critcal Shear = -2371 LB @4.5' 1.5xV/(F'v x A)= 0.62 F'v = 225, A = 25.38 Critcal Moment = 2341 LB-FT @3.5' M/(F'b x S)= 0.62 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.033 INCH @ 2.5 L/240 = 0.225" Critical Deflection for LL = -0.018 INCH @ 2.5 L/360 = 0.15" 1 2 P1 Moment Shear Deflection 4.5' BEAM : 4 - HDR. @ KITCHEN Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 3.25 ft Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 3.25 Ceiling Joist DL: (4)(0.7) = (DL=2.7PLF) form 0 to 3.25 Point load @ 1.5 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1612/1612 0 2 1391/1391 0 USE 4 x 8 Critcal Shear = 1612 LB @0' 1.5xV/(F'v x A)= 0.42 F'v = 225, A = 25.38 Critcal Moment = 2374 LB-FT @1.5' M/(F'b x S)= 0.63 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.021 INCH @ 1.5 L/240 = 0.162" Critical Deflection for LL = -0.012 INCH @ 1.5 L/360 = 0.108" 1 2 P1 Moment Shear Deflection 3.25' Page 17 of 21 Page 18 of 21 Page 19 of 21 Page 20 of 21 Dong Engineering Inc. ADU 3109 S.ARTESIA ST UNIT #2, SANTA ANA, CA 92704 Job#: 240517 Date: 10/21/2024 PLAN: 1 CODE: CBC 2022 1500 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 15 20 10 15 9 Roof:(DL+LL)(Trib) =350 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=135 plf 485 plf 485 /(12"/12)=485 psf< 1500 psf P(allowable) P(allowable) = 4,500 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 Page 21 of 21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 1 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 GENERAL INFORMATION 01 Project Name 240517 02 Run Title Title 24 Analysis 03 Project Location 3109 S.ARTESIA ST, Unit#2, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92704 07 Software Version EnergyPro 9.3 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.29 18 Total Cond. Floor Area (ft2)803 19 Glazing Percentage (%)12.89% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 2 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 37.1 38.7 27.7 Proposed Design 36.7 38.2 27.6 0.4 0.5 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 2.07 kWdc •PV System resized to 2.07 kWdc (a factor of 2.072) to achieve 'Standard Design PV' PV scaling 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 3 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 0.09 0.48 0.98 7.2 -0.89 -6.72 Space Cooling 1.33 29.77 1 29.54 0.33 0.23 IAQ Ventilation 0.45 4.69 0.45 4.69 0 0 Water Heating 2.21 23.37 1.54 16.13 0.67 7.24 Self Utilization/Flexibility Credit 0 0 0 0 Efficiency Compliance Total 4.08 58.31 3.97 57.56 0.11 0.75 Photovoltaics -2.83 -85.19 -2.83 -84.57 Battery 0 0 Flexibility 0 Indoor Lighting 0.93 8.77 0.93 8.77 Appl. & Cooking 6.5 42.01 6.46 41.6 Plug Loads 5.66 57.61 5.66 57.61 Outdoor Lighting 0.21 1.8 0.21 1.8 TOTAL COMPLIANCE 14.55 83.31 14.4 82.77 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 4 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 22.49 21.69 0.8 3.56 Net EUI2 8.1 7.3 0.8 9.88 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 (%) 2.07 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 •Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 5 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 •Verified Refrigerant Charge •Airflow in habitable rooms (SC3.1.4.1.7) •Verified HSPF •Verified heat pump rated heating capacity •Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) •Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8) •Compact distribution system expanded credit •Drain water heat recovery system 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 240517 803 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Conditioned HVAC1 803 9 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) Front wall Living R-15 Wall 270 Front 407 101 90 Left wall Living R-15 Wall 0 Left 160 0 90 Rear wall Living R-15 Wall 90 Back 407 15 90 Right wall Living R-15 Wall 180 Right 160 7.5 90 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 6 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 Attic Living R-30 + R-13 Roof Attic n/a n/a 470 n/a n/a OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Roof no Attic Living R-30 Roof No Attic 0 Left 333 0 5 0.1 0.85 No 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 Living Attic RoofLiving Ventilated 5 0.1 0.85 No No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W01.06 Window Front wall Front 270 1 18 0.29 NFRC 0.21 NFRC Bug Screen W01.02 Window Front wall Front 270 1 22.5 0.29 NFRC 0.21 NFRC Bug Screen W01.01 Window Front wall Front 270 1 22.5 0.29 NFRC 0.21 NFRC Bug Screen W01.04 Window Front wall Front 270 1 18 0.29 NFRC 0.21 NFRC Bug Screen W01.03 Window Rear wall Back 90 1 9 0.29 NFRC 0.21 NFRC Bug Screen W01.07 Window Rear wall Back 90 1 6 0.29 NFRC 0.21 NFRC Bug Screen 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 7 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 W01.08 Window Right wall Right 180 1 7.5 0.29 NFRC 0.21 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D01.01 Front 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 Living 803 126 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 R-30 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x10 @ 16 in. O. C.R-30 None / None 0.037 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-30 / 2x10 Inside Finish: Gypsum Board 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 8 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic RoofLiving Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-13 None / 0 0.078 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-0.0 insul. R-30 + R-13 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-20.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a 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 Expanded DHW Sys 1-hers-dhw DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Living Living 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 9 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 WATER HEATING - COMPACT DISTRIBUTION 01 02 03 04 05 06 07 Dwelling Unit type Water Heating System Name Master Bath distance of furthest fixture to Water Heater (ft) Kitchen distance of furthest fixture to Water Heater (ft) Furthest Third furthest fixture to Water Heater (ft) Compactness Factor HERS Verification Dwelling DHW Sys 1 n/a n/a n/a 0.6 Expanded Credit WATER HEATING - DRAIN WATER HEAT RECOVERY 01 02 03 04 05 06 Dwelling Unit type DHW System and DWHR Names Installation Configuration Shower Drains Shower Drain Water Heat Recovery Efficiency (%)HERS Verification Dwelling DHW Sys 1 - 1 - DWHR-1 Equal Flow 2 43 Required 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 Required Expanded Not Required Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 10 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 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 VCHP-ductless 1 HSPF 9 17000 13500 EERSEER 14 12 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 Not Required 0 Not Required Not Required Yes Yes Yes Yes VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 10 Name Certified Low-Static VCHP System Airflow to Habitable Rooms Ductless Units in Conditioned Space Wall Mount Thermostat Air Filter Sizing & Pressure Drop Rating Low Leakage Ducts in Conditioned Space Minimum Airflow per RA3.3 and SC3.3.3.4.1 Certified non-continuous Fan Indoor Fan not Running Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:240517 Calculation Date/Time:2024-10-21T02:28:22-07:00 (Page 11 of 11) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-10-21 02:28:49 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Truong Dong Dong Engineering 10/21/2024 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 10/21/2024 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 424-P010254122A-000-000-0000000-0000 10/21/2024 02:28 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020 GEOTECHNICAL INTERNATIONAL Land Survey & Civil, Structural & Geotechnical Engineering 13139 Harbor Boulevard, Garden Grove, CA 92843 Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com Project No. SA-13-09-24 October 11, 2024 Vicky Tang 714-829-5013 vickytang@yahoo.com SUBJECT: Soil Report for Proposed New Detached ADU, 3109 S. Artesia Street, Santa Ana, CA 92704. Dear Mrs. Tang: In accordance with the requirements of the City and per your request and authorization, this soil report has been prepared for the proposed project. It is noted that Geotechnical International was the project geotechnical consultant of many similar projects in the City of Santa Ana. Therefore, we are familiar with the geotechnical conditions of the site. Follow is a summary of our findings and conclusions and recommendations for this project. Site Description and Proposed Development The subject property is located on the easterly side of S. Artesia Street, south of W. Carriage Drive (south of W. Segerstrom Avenue), north of W. Moore Avenue (north of W. Alton Avenue), east of S. Raitt Street, west of Bear Street, within a developed residential area. A two-story house with an attached garage exists at the site. Based on the Site Plan prepared by the designer, we understand that the proposed new detached ADU will be located in the rear yard area where grass exists. Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared by the architect/designer/civil engineer which are separately submitted to the City for review, for clarification/details of the proposed development, as needed. The site is relatively flat; and we understand that additional raw cut/raw fill is not proposed for the site. Page 2 Geotechnical Conditions Based on the published geologic map prepared by the California Division of Mines and Geology (CDMG), the site is located within a broad flat alluvium and colluvium area. Based on the State of California SEISMIC HAZARD ZONES Map, Newport Beach Quadrangle, the subject site is located within a potential liquefaction zone. For conservative purposes, we assume that the site will be subjected to liquefaction; and to mitigate the potential adverse effects due to potential liquefaction, as for other recent near-by projects, a strengthened foundation system is recommended to be used for the proposed new structure. To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a hand-held drilling tool and soil samples were collected for laboratory testing. The approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The geotechnical boring log and summary of results of the laboratory testing are included in Appendix B. Based on the data of our test hole, the near ground surface earth materials generally consisted of silty fine sand with some clay and some gravel, damp to moist, medium dense and have a very low expansion potential. Groundwater Free standing groundwater was not encountered in our test hole. Based on the “Historically Highest Ground Water Contours and Borehole Log Data Locations, Newport Beach Quadrangle”, Plate 1.2 of the Open-File Report 97-08 prepared by California Division of Mines and Geology (CDMG), Department of Conservation, the historically highest groundwater level at the subject site is about 4 ft. below the ground surface. Free standing ground water was not reported to be an issue at the site and in the vicinity. Deep footings/excavations are not proposed for the site; therefore adverse effects due to groundwater are not anticipated for the proposed development. Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils and replacement with drier soils/cement slurry can be performed. In addition, if needed, crushed rock and or geogrids for bridging, etc. can also be used. This will be determined by the geotechnical consultant based on the exposed conditions during the excavations at the site. Page 3 Seismicity The subject site is located in Southern California, which is a major earthquake-prone zone. Therefore, the owner(s) of this property should be aware of the seismic risks associated with being located in this zone. The Soil Site Class D Default can be used for the soils underlying the subject site. The Seismic Design Category D can be used for the site. The following seismic parameters obtained from the computer program https:// seismicmaps.org prepared by SEAOC [Structural Engineers Association Of California] in conjunction with California’s Office of Statewide Health Planning and Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site. · Fa = 1.2 · Fv = null* · Mapped Spectral Accelerations Values: Ss = 1.292 (for the short period of 0.2 second) S1 = 0.463 (for the 1-second period) · Maximum Considered Earthquake Spectral Response Accelerations: SMs = FaSs = 1.55 (for the short period of 0.2 second) SM1 = FvS1 = null* (for the 1-second period) · Design Spectral Response Accelerations: SDs = 2/3 SMs = 1.034 (for the short period of 0.2 second) SD1 = 2/3 SM1 = null* (for the 1-second period) · PGA = 0.553 Please see ASCE 7-16, Section 11.4.8. Please see APPENDIX C for additional seismic parameters, as needed. Note: In general, the structural consultant of record for this project should review the seismic parameters provided in this report and the 2022 CBC to evaluate the seismic design. Final selection of design coefficients should be made by the structural consultant based on the local laws and ordinances, expected structure response, and the desired level of conservatism. Page 4 The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for structural seismic design. Faults No active faults are known to exist within or near the site. The probability of primary surface rupture or deformation at the site is, therefore, considered very low. The site is not designated to be located within the Special Studies/Earthquake Zone under the Alquist-Priolo Special Studies Act. Liquefaction Potential As previously mentioned, for conservative purposes, the subject site is assumed to be subject to the liquefaction. Therefore, the owner(s) of this property should be aware of the risks associated with the potential liquefaction such as structural distress due to the potential differential settlement caused by the potential liquefaction. As previously mentioned, for conservative purposes, a strengthened / stiffened foundation system (having thicker slabs with more reinforcements and deeper and wider footings with more reinforcement as recommended in this report) should be used for support of the proposed structure. Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal deformations), oscillation, and reduction in foundation soil-bearing capacity (bearing failure). A sloping condition or drainage or stream channel does not exist at the site; therefore, lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. We believe if the area would be “liquefied” in the future due to a very strong earthquake, the potential damage to the proposed new structures which will be properly structurally designed in accordance with the new up-to-date codes would be much less severe than the existing on-site structures and surrounding existing houses which have been previously structurally designed based on old codes (which are much less stringent than the current new codes). However, the owner(s) of this property should be aware of the potential damage to the new structures due to liquefaction. In summary, it should be recognized that structural mitigation may not reduce the potential of the soils to liquefy during an earthquake; and there will remain some risk that Page 5 the new structures could still suffer damage if liquefaction occurs, during a very strong earthquake. For conservative purposes, a strengthened / stiffened foundation system as recommended in this report should be used for support of the proposed structure. Slope Stability The site is a flat area; therefore, slope instability is not a concern for the proposed development. CONCLUSIONS AND RECOMMENDATIONS General Conclusions Construction of the proposed structure at the subject site is considered geotechnically feasible, provided the recommendations outlined in this report are implemented. Note: The conclusions and recommendations of this report are based on information as interpreted from our limited subsurface investigation. It is not anticipated but they should be revised accordingly if geotechnical conditions to be exposed during site preparation/ grading and construction significantly differ from our findings and interpretations. In general, a conventional shallow foundation can be used for support of the proposed structure. The following recommendations are considered minimum and may be superseded by more restrictive requirements of the architect, civil/structural engineer, building codes, or governing agencies. Geotechnical Impact on Neighboring Properties Adverse geotechnical impact of the proposed development on the neighboring properties is not anticipated, provided the recommendations outlined in this report are properly implemented. Site Preparation/Grading To create a relatively uniform new engineered compacted fill layer for a proposed new structural slab-on-grade area, over-excavation and recompaction of about 3 ft. deep (measured from the existing ground surface) of the existing on-site soils should be performed. The lateral limits of the over-excavation should be minimum equal to depth of removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure. Page 6 For the proposed new exterior concrete slabs including new driveway, if any, the overexcavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the new slab areas. Deeper remedial removal is not anticipated; however, this will be determined in the field by the project geotechnical engineer, based on the actual conditions to be exposed at the time of the site grading/preparation. The fill/backfill materials, if any, should be free of organic matter and oversized materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to exceed eight inches in thickness, and moisture conditioned to slightly over optimum moisture content prior to compaction. Imported soils, if any, should have a very low expansion potential and should be geotechnically observed/tested and accepted by the geotechnical consultant prior to using at the site. In general, grading at the site, if any, should be performed in accordance with the requirements of the City and under the geotechnical observation and testing of the project geotechnical consultant. The compaction criterion for fill and backfill materials is a minimum of 90% of the maximum density determined in accordance with ASTM Test Method D1557. Temporary Excavations In general, temporary excavations should be performed in accordance with OSHA requirements. In general, care should be taken during excavation near an existing structural object, if any to ensure no damage is done to the existing object. For this project, the detached ADU will be located far away from the existing building. Therefore, impact of the proposed temporary excavation to the existing building is not anticipated. BUILDING FOUNDATION DESIGN GUIDELINES Geotechnical Parameters For Structural Design For conservative purposes, the following “lowest” code values should be used for structural design, as needed. a. Allowable vertical bearing earth pressure: 1,500 psf. An increase of one-third is permitted when using the alternative load combinations that include wind or earthquake loads. Page 7 b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials below the finished ground surface. An increase of one third is permitted when using the alternative load combinations that include wind or earthquake loads. c. Lateral Sliding Resistance: cohesion = 130 psf. The cohesion value is to be multiplied by the contact area. In no case shall the lateral sliding resistance exceed one-half the dead load. d. Soil unit weight: 120 pcf. New Building Footings In general, the foundation system for the proposed structure must be properly designed by the civil/structural design engineer of record for this project and reviewed and approved by the city prior to construction. New building footings should be embedded minimum 24-inches below the adjacent lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18- inches for two story portions, if any. Minimum reinforcement for new continuous footings should be two #5 re-bars at top and two #5 re-bars at bottom. Settlement Distress to the existing house due to settlement of the underlying soils was not observed/reported. Therefore, deep-seated settlement of the soils underlying the site is not considered to be a concern for the proposed development. In general, based on our experience, the conventional total settlement of ½ inch and a differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for the proposed new structure and would occur during the construction stage. New (Interior) Building Slabs-on-Grade New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab. New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene moisture barrier membrane (such as Visqueen). The moisture barrier membrane should Page 8 be properly lapped and sealed at joints and around any breaks such as openings for utility conduits. Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern and be followed. The entire slab-on-grade system including the capillary break / vapor/moisture retarder should be properly designed by the project civil /structural design engineer of record (but not by the geotechnical engineer) and reviewed and approved by the City prior to construction. New Exterior Slabs-on-Grade To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if any, should be minimum 4 inches thick, provided with construction or weakened plane joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement, such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the slab should be considered. The subgrade soils for the exterior slabs should be properly re- compacted. Slab Subgrade Pre-Saturation The conventional pre-saturation of subgrade soils to minimum 140% of the optimum moisture content to minimum 24 inches deep is not considered necessary for this project. However, spraying with water should be performed prior to concrete pour. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce cracking of slabs. A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack- sensitive floor covering is planned directly on concrete slabs. New Driveway The minimum section required by the City can be used for a new driveway, if any. If there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC), reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of aggregate base (AB) can be used. The aggregate base and subgrade should be properly compacted to a minimum of 95% and 90%, respectively, of the maximum density determined in accordance with ASTM D1557 prior to placement of the concrete slab. Spraying the compacted subgrade soils with water should be performed prior to concrete pour. Page 9 If pavers are to be used, they must be properly designed by the civil engineer of record for this project and approved by the city prior to construction. Additional geotechnical data can be provided for design, if requested. Site Drainage In general, proper surface drainage should be checked, improved as needed, and maintained to ensure surface water flows away from all structures. Requirements by the city and applicable CBC (2022 CBC) should also be followed. Roof gutters should be properly provided. Roof drains, gutters and downspouts should be maintained to function as intended. Outlet drains should be kept open. Irrigation at the site, if any, should be kept to a minimum required to support plant life. In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation) or drainpipe, should be repaired if identified. Seismic Design We recommend the proposed new structure be structurally designed to meet the applicable building codes and requirements of the controlling governmental agencies. The seismic parameters provided in the “Seismicity” section of this report can be used. The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for the seismic design. Cement Type For Concrete in Contact with On-Site Earth Materials Our previous tests performed on the soils of many lots in the City of Santa Ana which are similar to the on-site soils show negligible water-soluble sulfate contents. Sulfate attack on concrete was not observed for the existing on-site house and other houses in the surrounding areas. It appears sulfate attack on concrete is not considered to be a problem for this project. However, for conservative purpose, Type V cement with a maximum water/cement ratio of 0.45 and a minimum concrete strength, f'c of 4,500 psi is recommended to be used for concrete in contact with the on-site soils. Additional water- soluble sulfate content testing can be performed for the soils at the site, as needed. The test can be conducted during and/or after completion of site preparation/grading. The applicable California Building Code (2022 CBC) and other requirements by controlling governmental agencies should be followed. Corrosion To Ferrous Metals and Copper For conservative purposes, the on-site soils can be considered severely corrosive to ferrous metals and copper. Underground/buried ferrous metals or copper are not planned Page 10 to be used for this project. However, if underground/buried ferrous metals or copper are planned to be used at the site, they should be properly protected. A corrosion specialist can be consulted. Testing can be performed for verification of the potential corrosion of the soils at the site to ferrous metals and copper, if needed. The test can be performed during and/or after completion of grading. Geotechnical Review of Grading and Foundation Plans Based on the City’s requirements, the project geotechnical consultant should review, “approve” and sign the project grading and foundation plans with details/specifications, if any, indicating conformation to applicable geotechnical recommendations. We will corporate with the civil/structural design engineers who prepare the plans to ensure our geotechnical recommendations are properly incorporated into the plans. Geotechnical Observation and Testing During Construction We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and/or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observation/testing can be performed at the following stages:  During ANY grading operations, including excavation, removal, filling and backfilling, etc.  During and after excavation for footings to verify the adequacy of underlying materials.  After pre-saturation of slab subgrade earth materials, if any, prior to pouring concrete.  After compaction of subgrade soils and/or aggregate base for exterior slabs and or driveway, if any.  During backfill of drainage and utility line trenches, if any, to verify proper compaction.  When/If any unusual geotechnical conditions are encountered. Note: If Geotechnical International is not provided the opportunity to perform the geotechnical observation/testing during the construction phase, Geotechnical International will take no responsibility for the conclusions and recommendations contained in our report in the event that subsurface conditions differ from those interpreted and anticipated during our preliminary investigation phase prior to the start of construction. Page 11 CLOSURE The conclusion and recommendations contained in this report are presented based on geotechnical data as described herein which are believed representative of the total project area. However, earth materials can vary in characteristics, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a qualified geotechnical consultant during the construction phase of the project are essential to confirming the basis of this report. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the locale and time period. The contents of this report are professional opinions and as such, are not to be considered a guaranty or warranty. This report should be reviewed and updated after a period of one year or if the lot ownership or site conditions / proposed development change from that described herein. The following are attached and complete our report: Appendix A – References Appendix B – Geotechnical Log of Test Hole and Laboratory Test Results Appendix C – Seismic Data Figure 1 – Vicinity Map Figure 2 – Site Plan/Geotechnical Map If you have any questions or require clarification, please contact this office. This opportunity to be of service is sincerely appreciated. Very truly yours, Lan N. Pham, P.E. Chief Geotechnical Engineer RGE686, Exp. 3/31/25 Page 12 APPENDIX A REFERENCES Page 13 REFERENCES 1. California Division of Mines and Geology (CDMG), the Resources Agency, Dept. of Conservation, 1981, “Geology Map of Orange County Showing Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles, prepared in corporation with County of Orange EMA, compiled by P.K. Morton and R.V. Miller, dated 1981. 2. California Division of Mines and Geology (CDMG), Department of Conservation, 1997, 1998, “Seismic Hazard Zones, Newport Beach Quadrangle”, Scale 1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Liquefaction Zone Released April 17, 1997, Landslide Released: April 15, 1998. 3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone Report for The Anaheim and Newport Beach 7.5-minute Quadrangle, Orange County, California,” Seismic Hazard Zone Report 03,” revised 2006. Page 14 APPENDIX B GEOTECHNICAL LOG OF TEST HOLE AND LABORATORY TEST RESULTS Page 15 GEOTECHNICAL LOG OF TEST HOLE Date: September 17 TEST HOLE No. 1 Project No. Vicky Tang Job No.: SA-13-09-24 Hole Diameter: 4 + inches Equipment: Hand-Auger DEPTH DESCRIPTION 0’ - 1’+ (Grass). Medium grey silty fine sand with some clay and gravel, moist, medium dense. 1’- 3’ + Dark grey sandy silty clay, moist, stiff. 3’- end Grayish brown sandy silt with minor clay, moist to very moist, medium dense. Total Depth: 5 ft. + No Caving No Free-Standing Groundwater Hole backfilled with onsite soils Page 16 EXPANSION INDEX TEST RESULTS Sample Compacted Moisture Content Expansion Expansion Location Dry Compacted Final Index Potential Density (pcf) (%) (%) Classification TH-1 @ 0’ – 3’ 109.5 11.0 22.1 11 very low Test Method: ASTM D4829 Page 17 ATTERBERG LIMITS TEST RESULTS Sample Location Liquid Limit Plastic Limit Plasticity Index TH-1 @ 0’ - 3’ 41 27 14 Test Method: ASTM D4318 Page 18 APPENDIX C SEISMIC DATA USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 3109 S Artesia St, Santa Ana, CA 92704, USA Latitude, Longitude: 33.7061532, -117.8965295 Date 10/10/2024, 5:10:23 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.292 MCER ground motion. (for 0.2 second period) S1 0.463 MCER ground motion. (for 1.0s period) SMS 1.55 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.664 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.292 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.399 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.879 Factored deterministic acceleration value. (0.2 second) S1RT 0.463 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.501 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.645 Factored deterministic acceleration value. (1.0 second) PGAd 0.771 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.923 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.358 Vertical coefficient 10/10/24, 5:20 PM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 10/10/24, 5:20 PM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 VICINITY MAP FIGURE 1 3109 S. ARTESIA SANTA ANA, CA 92704 SITE SI T E P L A N / G E O T E C H N I C A L M A P FI G U R E 2 31 0 9 S . A R T E S I A SA N T A A N A , C A 9 27 0 4 TH E E N T I R E S I T E I S U N D E R L A I N BY A L L U V I U M A N D C O L L U V I U M RE D U C E D S C A L E Ap p r o x i m a t e Lo c a t i o n o f Te s t H o l e TH -1