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Home My WebLink About1112 W 6th St & Unit #2 - PlanEXISTING EXTERIOR WALL EXISTING EXTERIOR WALL TO BE REMOVED EXISTING INTERIOR WALL EXISTING INTERIOR WALL TO BE REMOVED CONCRETE WALL CONCRETE WALL TO BE REMOVED NEW EXTERIOR WALL NEW EXTERIOR WALL - RATED NEW INTERIOR WALL NEW INTERIOR WALL - RATED NEW EXTERIOR HALF WALL 00 A00 00 D00 W00 0 SECTION KEY EXTERIOR ELEVATION KEY INTERIOR ELEVATION KEY DETAIL KEY KEY NOTE DOOR KEY WINDOW KEY REVISION REFERENCE KEY ABBREVIATIONS LEGEND & @ # A/C ACOUS. ADJ. A.F.F. ALUM. APPROX. ARCH. BD. BLDG. BLK. BLKG. BLW. BM. BOT. CAB. C.H. ¢ CL CLG. COL. CONC. CONST. DBL. DET. DN. DR. EA. ELEV. EQ. EQUIP. EXH. (E) EXP. EXT. FLR. F.D. FDN. FTG. FURR. G.M. GYPM. H.B. HDR. HDWD. HORIZ. INFO. INSUL. AND AT POUND OR NUMBER AIR CONDITIONING ACOUSTICAL ADJACENT ADJUSTABLE ABOVE FINISH FLOOR ALUMINUM APPROXIMATE ARCHITECTURAL BOARD BUILDING BLOCK BLOCKING BELOW BEAM BOTTOM CABINET CEILING HEIGHT CENTER LINE CEILING COLUMN CONCRETE CONSTRUCTION DOUBLE DETAIL DOWN DOOR EACH ELEVATION EQUAL EQUIPMENT EXHAUST EXISTING EXPANSION EXPOSED EXTERIOR FLOOR FLOOR DRAIN FOUNDATION FOOTING FURRING GASMETER GYPSUM HOSE BIBB HEADER HARDWOOD HORIZONTAL INFORMATION INSULATION LT. LAM. MTD. MTL. MUL. (N) N.I.C. N.T.S. O.C. OPP. OCC P.L. PLAM. PLBG. PLYWD. R.D. REF. REINF REQ'D RM. RWD. S.A. SHT. SHTG. SPEC. S.S. SL. DR. SKYLT. S.D. T. T.A. T.B. T.C. T.O. TV TYP. U.N.O. U.O.N. V.C.T. VERT. V.I.F. W/ W.C. WD. W.P. WT. LIGHT LAMINATE MOUNTED METAL MULLION NEW NOT IN CONTRACT NOT TO SCALE ON CENTER OPPOSITE OCCUPANCY PROPERTY LINE PLASTIC LAMINATE PLUMBING PLYWOOD ROOF DRAIN REFERENCE REFRIGERATOR REINFORCED REQUIRED ROOM REDWOOD SUPPLY AIR SHEET SHEETING SPECIFCATION STAINLESS STEEL SLIDING DOOR SKYLIGHT SMOKE DETECTOR TREAD TREE AREA TOWEL BAR TOP OF CONCRETE TOP OF TELEVISION TYPICAL UNLESS NOTED OTHERWISE UNLESS OTHERWISE NOTED VINYL COMPOSITION TILE VERTICAL VERIFY IN FIELD WITH WATER CLOSET WOOD WATERPROOF WEATHERPROOF WEIGHT 00 A00 0 VICINITY MAP AREA CALCULATIONS:PROJECT DATA ZONING: APN: TYPE OF OCCUPANCY GROUP: TYPE OF CONSTRUCTION: LOT AREA (NET): EXISTING LOT COVERAGE: PROPOSED LOT COVERAGE: EXISTING USE: EXISTING MAIN HOUSE: PROPOSED ADU: R-1 008-083-06 R3 & U V-B 6,625 SQ.FT. 826 SQ.FT. (12.5%) 1,822 SQ.FT. (27.5%) ONE STORY HOME, SFD NON-SPRINKLERED NON-SPRINKLERED SCOPE OF WORK DIRECTORY ·PROPOSED A 996 SQ.FT. NEW DETACHED ADU 3 BEDROOMS, 2 BATHROOMS, LAUNDRY, KITCHEN AND LIVING ROOM. ·THE WATER HEATER MUST BE LEGALIZED AND ENCLOSED IN AN ARCHITECTURALLY COMPATIBLE CLOSURE. ·WASHER AND DRYER TO BE RELOCATED WITHIN THE DWELLING. ·REMOVE UNPERMITED STEEL FENCE AND PROPOSED NEW WOOD FENCE. CODE EDITIONS OWNER: 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 TEL.: (714) 925-1926 MINH TAM VU DESIGNER /ENGINEER: 14572 HARPER STREET MIDWAY CITY, CA 92655 TEL.: +1 909 534 7760 EMAIL. TYKE7074@YAHOO.COM THANH NGUYEN I. THE DEMOLITION PLAN INDICATES THE GENERAL SCOPE OF DEMOLITION ONLY. THE CONTRACTOR IS RESPONSIBLE FOR THE SPECIFIC SCOPE OF DEMOLITION WORK REQUIRED FOR THIS PROJECT, 2. BEFORE BEGINNING WORK AT THE SITE AND THROUGH OUT THE COURSE OF THE WORK CONTRACTOR SHALL FIELD VERIFY AND INSPECT THE LOCATIONS AND CONDITIONS OF EVERY ITEM AFFECTED BY THE WORK AND NOTIFY THE ARCHITECT OR OWNER OF ANY DISCREPANCIES IN ORDER TO OBTAIN CLARIFICATION BEFORE PROCEEDING WITH THE AFFECTED WORK 3. THE GENERAL CONTRACTOR SHALL INCLUDE IN THEIR [PRICING/BID], AN AMOUNT SUFFICIENT TO COVER THE COST OF REMOVING ALL EXISTING ELEMENTS OBSTRUCTING OR INTERFERING WITH THE INSTALLATION OF NEW VVORK VVHETHER OR NOT THE EXISTING CONDITION IS INDICATED ARCHITECTS DRAWINGS 4. THE GENERAL CONTRACTOR SHALL COORDINATE THE DEMOLITION AND TAKE ALL PRECAUTIONS REQUIRED TO MINIMIZE DISTURBANCE OF BUILDING OCCUPANTS 5. THE GENERAL CONTRACTOR SHALL REMOVE DEBRIS FROM THE PREMISES DAILY, KEEP OCCUPIED AREAS ADJACENT TO DEMOLITION BROOM CLEAN AND FREE OF DEBRIS, AND PREVENT DUST AND DEBRIS FROM MIGRATING OUT OF THE DEMOLITION AREA. 6. THE GENERAL CONTRACTOR SHALL PROTECT FROM DAMAGE ALL MATERIALS, CONSTRUCTION, UTILITIES AND OTHER ITEMS AND APPURTENANCES NOT SCHEDULED FOR DEMOLITION WITHIN OR OUTSIDE THE BUILDING. DAMAGED ITEMS SCHEDULED TD REMAIN AND/OR BE REUSED SHALL REPAIRED TO MATCH ORIGINAL FINISH AT NO ADDITIONAL COST TO OWNER. 7. THE FOLLOWING ITEMS ARE TO BE REMOVED CAREFULLY TO AVOID DAMAGE, LEANED IF NECESSARY AND REUSED DURING CONSTRUCTION OF THIS PROJECT: A. ALL LIGHT FIXTURES AND CEILING MECHANICAL FIXTURES B. ALL PLUMBING FIXTURES AND ACCESSORIES C. DOORS AND WINDOWS. D. FURNITURE 8. REMOVE ALL OBSOLETE AND INACTIVE EXPOSED CONDUITS, JUNCTION BOXES, PIPES, DUCTS, SUSPENSION WIRES, TELEPHONE, DATA AND OTHER MISCELLANEOUS CABLE AND CAP. DEMOLITION NOTE A. APPLICATIONS FOR WHICH NO PERMIT IS ISSUED WITHIN 180 DAYS FOLLOWING THE DATE OF APPLICATION SHALL AUTOMATICALLY EXPIRE. (R105.3.2 CRC). B. THE INSTALLATION OF THE PV SYSTEM SHALL BE COMPLETED PRIOR TO FINAL INSPECTION. CBEES 10-10. C. WATER CLOSETS SHALL HAVE AN AVERAGE WATER CONSUMPTION OF NOT MORE THAN 1.6 GALLONS OF WATER PER FLUSH, 1.28 GALLONS PER FLUSH AFTER JULY 1, 2011. (402.2 CPC). D. URINALS SHALL HAVE AN AVERAGE WATER CONSUMPTION OF NOT MORE THAN 1.0 GALLONS OF WATER PER FLUSH, 0.5 GALLONS PER FLUSH AFTER JULY 1, 2011. (402.2 CPC). E. SHOWER HEADS SHALL HAVE A WATER FLOW NOT TO EXCEED 1.8 GALLONS PER MINUTE. (402.1.1 CPC), F. 1) LAVATORY FAUCETS SHALL BE 1.2 GALLON PER MINUTE (MAX) AT 60 PSI. 2) KITCHEN FAUCET SHALL BE 1.8 GALLON PER MINUTE (MAX) AT 60 PSI. G. WATER PIPING MATERIALS WITHIN A BUILDING SHALL BE IN ACCORDANCE WITH Sec. 604.1 OF THE CALIFORNIA PLUMBING CODE. Pex, CPVC AND OTHER PLASTIC WATER PIPING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF Sec. 604 OF THE CPC, INSTALLATION STANDARDS OF APPENDIX 1 OF THE CPC AND THE MANUFACTURERS RECOMMENDED INSTALLATION STANDARDS. CPVC WATER PIPING REQUIRES A CERTIFICATION OF COMPLIANCE AS SPECIFIED IN Sec.604.1.1 OF THE CPC PRIOR TO PERMIT ISSUANCE. H. ALL CONSTRUCTION SHALL COMPLY WITH THE 2022 EDITIONS OF THE CALIFORNIA RESIDENTIAL CODE, CALIFORNIA BUILDING CODE, CALIFORNIA ELECTRICAL CODE, CALIFORNIA MECHANICAL CODE, CALIFORNIA PLUMBING CODE, CALIFORNIA FIRE CODE, AND 2022 CALIFORNIA ENERGY CODE. AGENCY REQUIREMENTS INDEX OF DRAWINGS I. TWO SEPARATE SITE VISITS AND REPORTS PREPARED BY THE ENGINEER OF RECORD FOR THE NEW HOME DESIGN ARE REQUIRED; (109.3.8 CBC) ELECTRICAL CODE, CALIFORNIA MECHANICAL CODE, CALIFORNIA PLUMBING CODE, CALIFORNIA FIRE CODE, AND 2022 CALIFORNIA ENERGY CODE. 1.THE ENGINEER OF RECORD SHALL INSPECT THE SLAB AND FOUNDATION SYSTEM INSTALLATION JUST PRIOR TO CONCRETE POUR TO VERIFY THAT THE FOUNDATION INSTALLATION IS IN ACCORDANCE WITH THE APPROVED PLANS AND DESIGN. THE ENGINEER OF RECORD SHALL THEN PREPARE A REPORT STATING THE FOUNDATION INSTALLATION IS IN ACCORDANCE WITH THE APPROVED PLANS AND DESIGN. THE FOUNDATION INSPECTION AND APPROVAL TO POUR CONCRETE WILL NOT BE APPROVED UNTIL THE INSPECTION CERTIFICATION LETTER BY THE ENGINEER OF RECORD HAS BEEN RECEIVED AND APPROVED BY THE CITY OF GARDEN GROVE BUILDING DIVISION. 2.THE ENGINEER OF RECORD SHALL ALSO INSPECT THE COMPLETED FRAMING SYSTEM OF THE HOME AFTER THE INSTALLATION OF THE ROUGH PLUMBING, MECHANICAL, ELECTRICAL SYSTEMS AND THE EXTERIOR OF THE HOMES HAS BEEN WEATHER WRAPPED. THE ENGINEER OF RECORD SHALL THEN PREPARE A REPORT STATING THAT THE FRAMING SYSTEM HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS AND DESIGN. THE ROUGH FRAMING, PLUMBING, MECHANICAL, ELECTRICAL AND EXTERIOR WEATHER BARRIER INSPECTION SHALL NOT BE APPROVED UNTIL THE INSPECTION CERTIFICATION LETTER BY THE ENGINEER OF RECORD HAS BEEN RECEIVED AND APPROVED BY THE CITY OF GARDEN GROVE BUILDING DIVISION. J. A PRE-CONSTRUCTION MEETING IS REQUIRED IMMEDIATELY PRIOR TO THE START OF CONSTRUCTION. THIS MEETING SHALL TAKE PLACE AT THE SITE OF THE NEW HOME. THE MEETING MUST INCLUDE A REPRESENTATIVE OF THE BUILDING DIVISION, THE GENERAL CONTRACTOR, A REPRESENTATIVE OF EACH OF THE SUBCONTRACTORS (ELECTRICAL, PLUMBING, MECHANICAL, GRADING, OFF-SITE CONTRACTOR, ETC.) DEPENDANT UPON WHAT SUB-CONTRACTORS ARE TO BE INVOLVED IN THE NEW CONSTRUCTION AND A REPRESENTATIVE OF THE OWNER MAY BE PRESENT. THE MEETING WILL REVIEW REQUIRED PERMITS, TEMPORARY POWER REQUIREMENTS, DOCUMENTS REQUIRED TO BE ON THE SITE, INSPECTION REQUIREMENTS, FIELD CORRECTION NOTICE PROCEDURE, CHANGES IN THE FIELD, FINAL INSPECTIONS AND GAS AND POWER RELEASES, QUESTIONS FROM THE CONTRACTORS OR OWNER AND ANY OTHER SPECIAL PROCEDURES OR CONDITIONS FOR THAT PARTICULAR NEW HOME. THE PRE-CONSTRUCTION MEETING SHALL BE SCHEDULED THROUGH THE BUILDING DIVISION FRONT COUNTER AT 714-229-6730. K. ALL DOORS AND WINDOWS SHALL MEET CITY OF GARDENA SECURITY ORDINANCE. L. PROVIDE FOR MAINTENANCE, REPAIR, AND REPLACEMENT BY A HOMEOWNERS ASSOCIATION (HOA) FOR ALL COMMON AREA LANDSCAPE, IRRIGATION, DRAINAGE FACILITIES, WATER QUALITY BMP'S, WATER SYSTEM LINES, FIRE SYSTEM LINES, SEWER SYSTEM LINES, AND PRIVATE SERVICE UTILITIES. M. CONCRETE SLAB AND UNDER-FLOOR INSPECTIONS SHALL BE MADE AFTER IN-SLAB OR UNDER FLOOR REINFORCING STEEL AND BUILDING SERVICE EQUIPMENT, CONDUITS, PIPING OR OTHER ANCILLARY BUILDING TRADE PRODUCTS OR EQUIPMENT ARE INSTALLED, BUT BEFORE ANY CONCRETE IS PLACED OR FLOOR SHEATHING IS INSTALLED, INCLUDING THE SUBFLOOR. (R109.1.1.1). N. ROUGH INSPECTION OF PLUMBING, MECHANICAL, GAS, AND ELECTRICAL SYSTEMS SHALL BE MADE PRIOR TO COVERING OR CONCEALMENT, BEFORE FIXTURES OR APPLIANCES ARE SET OR INSTALLED, AND PRIOR TO FRAMING INSPECTION. (R109.12). 0. THE PLANS SHALL PROVIDE STATEMENT SPECIFICALLY LISTING ALL REQUIRED SPECIAL INSPECTIONS FOR THE PROJECT. SPECIAL INSPECTIONS SHALL BE AS REQUIRED BY SECTION 1705 BOF THE CBC. 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA RESIDENTIAL CODE 2022 CALIFORNIA ADMINISTRATIVE CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA FIRE CODE TITLE 24, PART 6, CALIFORNIA ENERGY CODE A0.1 A0.2 A0.3 A1.1 A1.2 A1.3 A2.1 A2.2 A2.3 CG.1 CG.2 TITLE SHEET EXISTING SITE PLAN PROPOSED SITE PLAN SITE PLAN FOR FIRE DEPARTMENT EXISTING FLOOR PLAN ROOF PLAN PROPOSED ADU (UNIT 2) FLOOR PLAN ROOF PLANELECTRICAL ADU (UNIT 2) FLOOR PLANEXISTING ELEVATIONS PROPOSED ELEVATIONS PROPOSED SECTIONS CALGREEN BUILDING CHECKLIST CALGREEN BUILDING CHECKLIST S-0 GENERAL NOTES & STRUCTURAL SPEC. S-1 PROPOSED FOUNDATION PLAN & FOUNDATION NOTES S-2 PROPOSED FLOOR FRAMING PLAN AND FRAMING NOTES S-3 STRUCTURAL DETAILS S-4 STRUCTURAL DETAILS T24.1 TITLE 24 T24.2 TITLE 24 MINIMUM 2.38 KWDC PHOTOVOLTAIC SYSTEM IS REQUIRED TO BE INSTALLED ON THE PROPOSED RESIDENTIAL UNIT, AND WILL BE SUBMITTED UNDER A SEPARATE PERMIT AND SHALL BE ISSUED PRIOR TO BUILDING FRAME INSPECTION REQUEST. SEPARATE PERMIT MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 NEW DETACHED ACCESSORY DWELLING UNIT 2 (ADU) 1112 W 6TH ST, SANTA ANA, CA 92703 TITLE SHEET A0.1 PROJECT SITE BUS STOP 0.2 MILES STREET VIEW 1112 1112 1112 PROJECT SITE PROJECT SITE A0.4 Bldg #101120611 APPROVALS: PLNG - C. Santana BLDG - T. Le POLICE - B. Martin PUBLIC WORKS - Y. Soto PL 53' PL 1 2 5 ' PL 1 2 5 ' 75 18 2017 12 7 13 6 11 8 (IN FEET) 0 10 20 40 EXISTING SITE PLAN SCALE: 1/8"=1' 6(E) COVERED PATIO FOOTPRINT= 826 S.FT. EXISTING 1-STORY HOUSE (E) CONCRETE (E) CONCRETE (E) GRASS (E) GRASS (E) GAS METER (E) ELEC. PANEL 2'-6" 9' 22' (E) SIDEWALK 21 ' - 6 " (E ) BL O C K W A L L 4' H E I G H T (E ) BL O C K W A L L 4' H E I G H T (E) WOOD FENCE 6' HEIGHT (E ) WO O D F E N C E 6' H E I G H T (E) GRASS 1112 W 6TH ST UNPERMITTED STEEL FENCE TO BE REMOVED UNPERMITTED STEEL GATE TO BE REMOVED CENTER LINE OF STREET R/W 53' (E)WM PROTECT EXIST WATER METER (E) DRIVEWAY APPROACH W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 30 ' (E ) G A S SEWER LINE (E) STREET TREE (E) TREE STREET SIGNS (E) TREE (E) STREET TREE (E) TREE (E) FIRE HYDRANT 6TH STREET N S H E L T O N S T . (E ) W A T E R L i n e (E ) S E W E R L A T E R A L Exist Sewer Lateral Exist Curb & Guter Exist Curb & Guter Parkway Area Exist Sidewalk Parkway Area Exist R/W Line Exist Curb & Guter Exist Curb & Guter 20 ' 10 ' 10+009+50 10+50 CL CL CL CL St a 9 + 9 0 ± ℄ E x i s t D w y . 10+00 CL 6th Street10+00 CL Shelton Street MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 EXISTING SITE PLAN A0.2 PL 53' R/W 53' PL 1 2 5 ' PL 1 2 5 ' 75 18 2017 12 7 13 6 11 8 6TH STREET (IN FEET) 0 10 20 40 PROPOSED SITE PLAN SCALE: 1/8"=1' 6(E) COVERED PATIO NO CHANGE FOOTPRINT= 826 SQ.FT. EXISTING 1-STORY HOUSE 23 ' - 6 " 4' 4'4' 4' PROPOSED 1-STORY ADU FOOTPRINT= 996 SQ.FT. 4' (N)PORCH (E) CONCRETE (E) CONCRETE (N ) C O N C R E T E (E) GRASS (N) LANDSCAPE 158 SQ.FT. (E) GRASS (E) GRASS (N) GAS METER (N)150 AMP ELEC. PANEL (E) GAS METER (E) ELEC. PANEL 2'-6" 9' 22' 38 ' - 6 " PROTECT EXIST WATER METER (E) SIDEWALK 21 ' - 6 " (E ) BL O C K W A L L 4' H E I G H T (E ) BL O C K W A L L 4' H E I G H T (E)WOOD FENCE 6' HEIGHT (E) FIRE HYDRANT N S H E L T O N S T . 4' 5%mi n (5%±) 2%min (1 % ± ) T1 T1 T1 T1T1T1 T2 T3 GRASS (N) LANDSCAPE 269 SQ.FT. 16 ' - 6 " 31' (E ) WO O D F E N C E 6' H E I G H T T2 T1T1 T1 4'18' 38 ' - 6 " 7' 3' OPEN SPACE 690 SQ.FT. OPEN SPACE 510 SQ.FT. 1112 W 6TH ST 1112 W 6TH ST, UNIT 2 (N) WOOD GATE (N) WOOD FENCE 3' HEIGHT 30 ' (E) DRIVEWAY APPROACH (E ) G A S (E)WM PO I N T O F C O N N E C T I O N F R O M EX I S T I N G P I P I N G T O N E W P I P I N G EN T E R I N G T H E N E W A D U 60' TO THE MOST REMOTE PLUMBING FIXTURE PR O I D E M I N 1 1 W A T E R (E ) W A T E R (N ) M I N . 3 " S . S L A T E R A L MI N I M U M S L O P E O F ¼ ” P E R F T SS SS SS SS SS SS SS SS SS INSTALL SEWERCLEANOUT (E ) S E W E R L A T E R A L F A THE DISTANCE FROM (E)FIRE HYDRANT TO THE FURTHEST POINT OF THE STRUCTURE = FO+OA+AB= 66+125+50= 241 FT.< 600 FT. NOTES: LE N G T H F R O M M A I N P A N E L O F H O U S E TO A D U S U B - P A N E L = 7 6 F T MI N I M U M C O N D U C T O R S I Z E : 1 / 0 A W G PV C S C H E D U L E 4 0 - 2 ” M I N U N D E R G R O U N D (E) STREET TREE (E) TREE (E) TREE STREET SIGNS (E) STREET TREE Exist Sewer Main Exist Sewer Lateral Exist Curb & Guter Exist Curb & Guter Parkway Area Exist Sidewalk Parkway Area Exist R/W LineExist R/W Line Exist Water Main Exist Curb & Guter Exist Curb & Guter 20 ' 10 ' Proposed 4" PVCSewer Lateral P 1 10+009+50 10+50 CL CL CL CL St a 9 + 9 0 ± ℄ E x i s t D w y . 10+00 CL 6th Street10+00 CL Shelton Street (5%±) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) 1% 1% 2%min 1%1% 2% min 2% 2% 2%2% 5%min5%min 5%min5%min 5% m i n 5% m i n 1% 2% min 5% m i n 1% 1% 5% m i n (1 % ± ) (1 % ± ) CONTROL VALVE - RAIN BIRD 100-DVF-SS PVC LATERAL - CLASS 200 1" IN-LINE DRIP TUBING - CLASS 200 3/4" DRIP TUBING FITTING - NETAFIM TLCV6-12 PVC LATERAL TO IN-LINE DRIP TUBING CONNECTION f FLUSH-OUT M WATER METER SHUTOFF VALVE - SALCO 1 INCH PVC BALL VALVE BACKFLOW DEVICES - FEBCO 850-1" LABEL water use BOTANICAL NAME COMMON NAME REMARKS T1 PLANT SCHEDULE: TYPE new T2 new LOW NEW ZEALAND FLAXPHORMIUM 4' HEIGHT, 4' SPREAD T3 new MODERATE JAPANESE MAPLE 10' HEIGHT, 8' SPREAD ACER PALMATUM symbol LOW ECHIUM CANDICANS 4'-6' HEIGHT, 4'-6' SPREAD PRIDE OF MADEIRA SIZE 5-GAL 5-GAL 15-GAL (N)FRONT WOOD FENCE ELEVATION - OUTSIDE LOOKING IN 3' 6'6'-2" 53' 3' SCALE : 1/4" = 1' 6'6'6'6'-2"12'4"4'4" WOOD FENCE 3' HEIGHT WOOD GATE WOOD GATE WOOD FENCE 3' HEIGHT WOOD GATE (N)WOOD FENCE FLOOR PLAN SCALE : 1/4" = 1' 12'6'-2"6'6' 53' WOOD GATE POST OUT SIDE IN SIDE 6'6'6'-2"4"4'4" POST POST 4"x4" FENCE DETAIL SCALE : 1/2" = 1' FRONT (FINISHED SIDE) 2" 3' 4" MIN SPACING POST 4"x4" 1"x4" 2"x4" 2"x4" 1"x4" 2"x4" 2' 1' 3" GRAVEL FINISH GRADE 1' GROUND SURFACE 2' 3" TO 6" OF CONCRETE SHOULD BE POURED INTO THE HOLE PRIOR TO SETTING THE POST, TO PROVIDE SEPARATION OF THE POST FROM THE EARTH. NOTE: USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. 3" 3" 18" MAX SPACING, TYPICAL 3" SLOPE CONCRETE AWAY FROM POST ALL AROUND 2' - 8 " POST SIZE (PRESSURE-TREATED POSTS ARE RECOMMENDED OVER REDWOOD LONGER LIFE) 4" 4" 1' - 6 " 4" 4" NOTE: * WOOD POSTS SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD (CBC 2304.11.2.7). WOOD POSTS SHALL BE NO. 2 FOUNDATION-GRADE REDWOOD, OR PRESSURE-TREATED DOUGLAS FIR-LARCH NO. 2 OR BETTER. * PRESERVATION TREATMENT MUST BE APPLIED TO THE ENDS OF WOOD POSTS BURIED IN THE GROUND. * SET POSTS/PIPES IN 12-INCH DIAMETER CONCRETE FOOTING EXTENDING AT LEAST 24 INCHES INTO UNDISTURBED NATURAL GROUND OR PROPERLY COMPACTED FILL. FOOTINGS SHOULD BE PLACED OVER 3 INCHES OF LOOSE GRAVEL. WOOD POSTS SHOULD EXTEND THROUGH CONCRETE FOOTING TO GRAVEL BELOW. * USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. GRAVEL BENEATH FOR POST DRAINAGE NOTE: THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT. NOTE: INSTALLATIONS SHALL MAINTAIN A 60" HORIZONTAL CLEARANCE AND 12" VERTICAL CLEARANCE FROM CITY UTILITIES. THESE DIMENSIONS ARE TO BE MEASURED FROM OUTER DIAMETERS OF BOTH THE CITY UTILITY AND THE PROPOSED UTILITY. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 SITE PLAN A0.2 PL 53' R/W 53' PL 1 2 5 ' PL 1 2 5 ' 75 18 2017 12 7 13 6 11 8 6TH STREET (IN FEET) 0 10 20 40 PROPOSED SITE PLAN SCALE: 1/8"=1' 6(E) COVERED PATIO NO CHANGE FOOTPRINT= 826 SQ.FT. EXISTING 1-STORY HOUSE 23 ' - 6 " 4' 4'4' 4' PROPOSED 1-STORY ADU FOOTPRINT= 996 SQ.FT. 4' (N)PORCH (E) CONCRETE (E) CONCRETE (N ) C O N C R E T E (E) GRASS (N) LANDSCAPE 158 SQ.FT. (E) GRASS (E)GRASS (N) GAS METER (N)150 AMP ELEC. PANEL (E) GAS METER (E) ELEC. PANEL 2'-6" 9' 22' 38 ' - 6 " PROTECT EXIST WATER METER (E) SIDEWALK 21 ' - 6 " (E ) BL O C K W A L L 4' H E I G H T (E ) BL O C K W A L L 4' H E I G H T (E)WOOD FENCE 6' HEIGHT (E) FIRE HYDRANT N S H E L T O N S T . 4' 5%mi n (5%±) 2%min (1 % ± ) T1 T1 T1 T1T1T1 T2 T3 GRASS (N) LANDSCAPE 269 SQ.FT. 16 ' - 6 " 31' (E ) WO O D F E N C E 6' H E I G H T T2 T1T1 T1 4'18' 38 ' - 6 " 7' 3' OPEN SPACE 690 SQ.FT. OPEN SPACE 510 SQ.FT. 1112 W 6TH ST 1112 W 6TH ST, UNIT 2 (N) WOOD GATE (N) WOOD FENCE 3' HEIGHT 30 ' (E) DRIVEWAY APPROACH (E ) G A S (E)WM PO I N T O F C O N N E C T I O N F R O M EX I S T I N G P I P I N G T O N E W P I P I N G EN T E R I N G T H E N E W A D U 60' TO THE MOST REMOTE PLUMBING FIXTURE PR O I D E M I N 1 1 W A T E R (E ) W A T E R (N ) M I N . 3 " S . S L A T E R A L MI N I M U M S L O P E O F ¼ ” P E R F T SS SS SS SS SS SS SS SS SS INSTALL SEWERCLEANOUT (E ) S E W E R L A T E R A L F A THE DISTANCE FROM (E)FIRE HYDRANT TO THE FURTHEST POINT OF THE STRUCTURE = FO+OA+AB= 66+125+50= 241 FT.< 600 FT. NOTES: LE N G T H F R O M M A I N P A N E L O F H O U S E TO A D U S U B - P A N E L = 7 6 F T MI N I M U M C O N D U C T O R S I Z E : 1 / 0 A W G PV C S C H E D U L E 4 0 - 2 ” M I N U N D E R G R O U N D (E) STREET TREE (E) TREE (E) TREE STREET SIGNS (E) STREET TREE Exist Sewer Main Exist Sewer Lateral Exist Curb & Guter Exist Curb & Guter Parkway Area Exist Sidewalk Parkway Area Exist R/W LineExist R/W Line Exist Water Main Exist Curb & Guter Exist Curb & Guter 20 ' 10 ' Proposed 4" PVCSewer Lateral P 1 10+009+50 10+50 CL CL CL CL St a 9 + 9 0 ± ℄ E x i s t D w y . 10+00 CL 6th Street10+00 CL Shelton Street (5%±) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) 1% 1% 2%min 1%1% 2% min 2% 2% 2%2% 5%min5%min 5%min5%min 5% m i n 5% m i n 1% 2% min 5% m i n 1% 1% 5% m i n (1 % ± ) (1 % ± ) CONTROL VALVE - RAIN BIRD 100-DVF-SS PVC LATERAL - CLASS 200 1" IN-LINE DRIP TUBING - CLASS 200 3/4" DRIP TUBING FITTING - NETAFIM TLCV6-12 PVC LATERAL TO IN-LINE DRIP TUBING CONNECTION f FLUSH-OUT M WATER METER SHUTOFF VALVE - SALCO 1 INCH PVC BALL VALVE BACKFLOW DEVICES - FEBCO 850-1" LABEL water use BOTANICAL NAME COMMON NAME REMARKS T1 PLANT SCHEDULE: TYPE new T2 new LOW NEW ZEALAND FLAXPHORMIUM 4' HEIGHT, 4' SPREAD T3 new MODERATE JAPANESE MAPLE 10' HEIGHT, 8' SPREAD ACER PALMATUM symbol LOW ECHIUM CANDICANS 4'-6' HEIGHT, 4'-6' SPREAD PRIDE OF MADEIRA SIZE 5-GAL 5-GAL 15-GAL (N)FRONT WOOD FENCE ELEVATION - OUTSIDE LOOKING IN 3' 6'6'-2" 53' 3' SCALE : 1/4" = 1' 6'6'6'6'-2"12'4"4'4" WOOD FENCE 3' HEIGHT WOOD GATE WOOD GATE WOOD FENCE 3' HEIGHT WOOD GATE (N)WOOD FENCE FLOOR PLAN SCALE : 1/4" = 1' 12'6'-2"6'6' 53' WOOD GATE POST OUT SIDE IN SIDE 6'6'6'-2"4"4'4" POST POST 4"x4" FENCE DETAIL SCALE : 1/2" = 1' FRONT (FINISHED SIDE) 2" 3' 4" MIN SPACING POST 4"x4" 1"x4" 2"x4" 2"x4" 1"x4" 2"x4" 2' 1' 3" GRAVEL FINISH GRADE 1' GROUND SURFACE 2' 3" TO 6" OF CONCRETE SHOULD BE POURED INTO THE HOLE PRIOR TO SETTING THE POST, TO PROVIDE SEPARATION OF THE POST FROM THE EARTH. NOTE: USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. 3" 3" 18" MAX SPACING, TYPICAL 3" SLOPE CONCRETE AWAY FROM POST ALL AROUND 2' - 8 " POST SIZE (PRESSURE-TREATED POSTS ARE RECOMMENDED OVER REDWOOD LONGER LIFE) 4" 4" 1' - 6 " 4" 4" NOTE: * WOOD POSTS SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD (CBC 2304.11.2.7). WOOD POSTS SHALL BE NO. 2 FOUNDATION-GRADE REDWOOD, OR PRESSURE-TREATED DOUGLAS FIR-LARCH NO. 2 OR BETTER. * PRESERVATION TREATMENT MUST BE APPLIED TO THE ENDS OF WOOD POSTS BURIED IN THE GROUND. *SET POSTS/PIPES IN 12-INCH DIAMETER CONCRETE FOOTING EXTENDING AT LEAST 24 INCHES INTO UNDISTURBED NATURAL GROUND OR PROPERLY COMPACTED FILL. FOOTINGS SHOULD BE PLACED OVER 3 INCHES OF LOOSE GRAVEL. WOOD POSTS SHOULD EXTEND THROUGH CONCRETE FOOTING TO GRAVEL BELOW. * USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. GRAVEL BENEATH FOR POST DRAINAGE NOTE: THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT. NOTE: INSTALLATIONS SHALL MAINTAIN A 60" HORIZONTAL CLEARANCE AND 12" VERTICAL CLEARANCE FROM CITY UTILITIES. THESE DIMENSIONS ARE TO BE MEASURED FROM OUTER DIAMETERS OF BOTH THE CITY UTILITY AND THE PROPOSED UTILITY. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 PROPOSED SITE PLAN A0.21 FOR PUBLIC SEWER AND WATER FACILITIES ONLY APPROVED BY: CESAR E. BARRERA, P.E. DATE DEPUTY PUBLIC WORKS DIRECTOR/ WATER RESOURCES MANAGER PL 53' R/W 53' PL 1 2 5 ' PL 1 2 5 ' 75 18 2017 12 7 13 6 11 8 6TH STREET (IN FEET) 0 10 20 40 PROPOSED SITE PLAN SCALE: 1/8"=1' 6(E) COVERED PATIO NO CHANGE FOOTPRINT= 826 SQ.FT. EXISTING 1-STORY HOUSE 23 ' - 6 " 4' 4'4' 4' PROPOSED 1-STORY ADU FOOTPRINT= 996 SQ.FT. 4' (N)PORCH (E) CONCRETE (E) CONCRETE (N ) C O N C R E T E (E) GRASS (N) LANDSCAPE 158 SQ.FT. (E) GRASS (E) GRASS (N) GAS METER (N)150 AMP ELEC. PANEL (E) GAS METER (E) ELEC. PANEL 2'-6" 9' 22' 38 ' - 6 " PROTECT EXIST WATER METER (E) SIDEWALK 21 ' - 6 " (E ) BL O C K W A L L 4' H E I G H T (E ) BL O C K W A L L 4' H E I G H T (E)WOOD FENCE 6' HEIGHT (E) FIRE HYDRANT N S H E L T O N S T . 4' 5%mi n (5%±) 2%min (1 % ± ) T1 T1 T1 T1T1T1 T2 T3 GRASS (N) LANDSCAPE 269 SQ.FT. 16 ' - 6 " 31' (E ) WO O D F E N C E 6' H E I G H T T2 T1T1 T1 4'18' 38 ' - 6 " 7' 3' OPEN SPACE 690 SQ.FT. OPEN SPACE 510 SQ.FT. 1112 W 6TH ST 1112 W 6TH ST, UNIT 2 (N) WOOD GATE (N) WOOD FENCE 3' HEIGHT 30 ' (E) DRIVEWAY APPROACH (E ) G A S (E)WM PO I N T O F C O N N E C T I O N F R O M EX I S T I N G P I P I N G T O N E W P I P I N G EN T E R I N G T H E N E W A D U 60' TO THE MOST REMOTE PLUMBING FIXTURE PR O I D E M I N 1 1 W A T E R (E ) W A T E R (N ) M I N . 3 " S . S L A T E R A L MI N I M U M S L O P E O F ¼ ” P E R F T SS SS SS SS SS SS SS SS SS INSTALL SEWERCLEANOUT (E ) S E W E R L A T E R A L F A THE DISTANCE FROM (E)FIRE HYDRANT TO THE FURTHEST POINT OF THE STRUCTURE = FO+OA+AB= 66+125+50= 241 FT.< 600 FT. NOTES: LE N G T H F R O M M A I N P A N E L O F H O U S E TO A D U S U B - P A N E L = 7 6 F T MI N I M U M C O N D U C T O R S I Z E : 1 / 0 A W G PV C S C H E D U L E 4 0 - 2 ” M I N U N D E R G R O U N D (E) STREET TREE (E) TREE (E) TREE STREET SIGNS (E) STREET TREE Exist Sewer Main Exist Sewer Lateral Exist Curb & Guter Exist Curb & Guter Parkway Area Exist Sidewalk Parkway Area Exist R/W LineExist R/W Line Exist Water Main Exist Curb & Guter Exist Curb & Guter 20 ' 10 ' Proposed 4" PVCSewer Lateral P 1 10+009+50 10+50 CL CL CL CL St a 9 + 9 0 ± ℄ E x i s t D w y . 10+00 CL 6th Street10+00 CL Shelton Street (5%±) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) (1 % ± ) 1% 1% 2%min 1%1% 2% min 2% 2% 2%2% 5%min5%min 5%min5%min 5% m i n 5% m i n 1% 2% min 5% m i n 1% 1% 5% m i n (1 % ± ) (1 % ± ) CONTROL VALVE - RAIN BIRD 100-DVF-SS PVC LATERAL - CLASS 200 1" IN-LINE DRIP TUBING - CLASS 200 3/4" DRIP TUBING FITTING - NETAFIM TLCV6-12 PVC LATERAL TO IN-LINE DRIP TUBING CONNECTION f FLUSH-OUT M WATER METER SHUTOFF VALVE - SALCO 1 INCH PVC BALL VALVE BACKFLOW DEVICES - FEBCO 850-1" LABEL water use BOTANICAL NAME COMMON NAME REMARKS T1 PLANT SCHEDULE: TYPE new T2 new LOW NEW ZEALAND FLAXPHORMIUM 4' HEIGHT, 4' SPREAD T3 new MODERATE JAPANESE MAPLE 10' HEIGHT, 8' SPREAD ACER PALMATUM symbol LOW ECHIUM CANDICANS 4'-6' HEIGHT, 4'-6' SPREAD PRIDE OF MADEIRA SIZE 5-GAL 5-GAL 15-GAL (N)FRONT WOOD FENCE ELEVATION - OUTSIDE LOOKING IN 3' 6'6'-2" 53' 3' SCALE : 1/4" = 1' 6'6'6'6'-2"12'4"4'4" WOOD FENCE 3' HEIGHT WOOD GATE WOOD GATE WOOD FENCE 3' HEIGHT WOOD GATE (N)WOOD FENCE FLOOR PLAN SCALE : 1/4" = 1' 12'6'-2"6'6' 53' WOOD GATE POST OUT SIDE IN SIDE 6'6'6'-2"4"4'4" POST POST 4"x4" FENCE DETAIL SCALE : 1/2" = 1' FRONT (FINISHED SIDE) 2" 3' 4" MIN SPACING POST 4"x4" 1"x4" 2"x4" 2"x4" 1"x4" 2"x4" 2' 1' 3" GRAVEL FINISH GRADE 1' GROUND SURFACE 2' 3" TO 6" OF CONCRETE SHOULD BE POURED INTO THE HOLE PRIOR TO SETTING THE POST, TO PROVIDE SEPARATION OF THE POST FROM THE EARTH. NOTE: USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. 3" 3" 18" MAX SPACING, TYPICAL 3" SLOPE CONCRETE AWAY FROM POST ALL AROUND 2' - 8 " POST SIZE (PRESSURE-TREATED POSTS ARE RECOMMENDED OVER REDWOOD LONGER LIFE) 4" 4" 1' - 6 " 4" 4" NOTE: * WOOD POSTS SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD (CBC 2304.11.2.7). WOOD POSTS SHALL BE NO. 2 FOUNDATION-GRADE REDWOOD, OR PRESSURE-TREATED DOUGLAS FIR-LARCH NO. 2 OR BETTER. * PRESERVATION TREATMENT MUST BE APPLIED TO THE ENDS OF WOOD POSTS BURIED IN THE GROUND. * SET POSTS/PIPES IN 12-INCH DIAMETER CONCRETE FOOTING EXTENDING AT LEAST 24 INCHES INTO UNDISTURBED NATURAL GROUND OR PROPERLY COMPACTED FILL. FOOTINGS SHOULD BE PLACED OVER 3 INCHES OF LOOSE GRAVEL. WOOD POSTS SHOULD EXTEND THROUGH CONCRETE FOOTING TO GRAVEL BELOW. * USE GALVANIZED NAILS OR SCREWS AT ALL WOOD-TO-WOOD CONNECTIONS. GRAVEL BENEATH FOR POST DRAINAGE NOTE: THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT. NOTE: INSTALLATIONS SHALL MAINTAIN A 60" HORIZONTAL CLEARANCE AND 12" VERTICAL CLEARANCE FROM CITY UTILITIES. THESE DIMENSIONS ARE TO BE MEASURED FROM OUTER DIAMETERS OF BOTH THE CITY UTILITY AND THE PROPOSED UTILITY. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 PROPOSED SITE PLAN A0.3 FOR PUBLIC SEWER AND WATER FACILITIES ONLY APPROVED BY: CESAR E. BARRERA, P.E. DATE DEPUTY PUBLIC WORKS DIRECTOR/ WATER RESOURCES MANAGER INSPECTION REQUIREMENTS 1.FIRE DEPARTMENT SITE INSPECTIONS ARE REQUIRED FOR THIS PROECT. PLEASE SCHEDULE ALL FIELD INSPECTIONS AT LEAST HOURS IN ADANCE. INSPECTIONS CANCELED AFTER 1 P.M. ON THE DAY EFORE THE SCHEDULED DATE WILL E SUECT TO A RE- INSPECTION FEE. CALL FIRE DEPARTMENT INSPECTION SCHEDULING AT (1) 5-6150. 2.A LUMER DROP INSPECTION SHALL E PERFORMED PRIOR TO RINGING COMUSTILE MATERIALS (OR COMUSTILE FIXTURES AND FINISHES FOR STRUCTURES OF NON-COMUSTILE CONSTRUCTION). ALL-WEATHER ACCESS ROADS CAPALE OF SUPPORTING 6000 LS. TOPPED WITH ASPHALT CONCRETE OR EQUIALENT SHALL E IN PLACE AND HYDRANTS OPERATIONAL AT TIME OF LUMER DROP INSPECTION. . FOR PROECTS WITH FUEL MODIFICATION A EGETATION CLEARANCE INSPECTION IS REQUIRED PRIOR TO A LUMER DROP INSPECTION. USE THE FUEL MODIFICATION PLAN SERICE REQUEST NUMER TO SCHEDULE THE EGETATION CLEARANCE INSPECTION. . PHASED INSTALLATION OF FIRE ACCESS ROADS REQUIRES ADDITIONAL INSPECTIONS NOT COERED Y THE FEES PAID AT PLAN SUMITTAL. CONTACT INSPECTION SCHEDULING TO ARRANGE FOR ADDITIONAL INSPECTIONS THAT MAY E NEEDED AND ANY FEES THAT MAY E DUE. 5.AN ORIGINAL APPROED SIGNED WET-STAMPED FIRE MASTER PLAN SHALL E AAILALE ON-SITE AT TIME OF INSPECTION. 6.ACCESS ROADS AND HYDRANTS SHALL E MAINTAINED AND REMAIN CLEAR OF OSTRUCTIONS AT ALL TIMES DURING AND AFTER CONSTRUCTION. AREAS WHERE PARING IS NOT PERMITTED SHALL E CLEARLY IDENTIFIED AT ALL TIMES. OSTRUCTION OF FIRE LANES AND HYDRANTS MAY RESULT IN CANCELLATION OR SUSPENSION OF INSPECTIONS. . TEMPORARY FUEL TANS OF 60 OR MORE GALLONS SHALL E REIEWED INSPECTED AND PERMITTED Y THE FIRE DEPARTMENT PRIOR TO USE. . THE PROECT ADDRESS SHALL E CLEARLY POSTED AND ISILE FROM THE PULIC ROAD DURING CONSTRUCTION. 9.ALL GATES IN CONSTRUCTION FENCING SHALL E EQUIPPED WITH EITHER A NOX OR REAAWAY PADLOC. 10.UILDINGS OF FOUR OR MORE STORIES SHALL E PROIDED WITH STAIRS AND A STANDPIPE EFORE REACHING 0 FEET IN HEIGHT. GENERAL REQUIREMENTS 11.FIRE LANE WIDTHS SHALL E MEASURED FROM TOP FACE OF THE CUR TO TOP FACE OF THE CUR FOR FIRE LANES WITH STANDARD CURS AND GUTTERS AND FROM FLOW-LINE TO FLOW-LINE FOR FIRE LANES WITH MODIFIED CUR DESIGNS (E.G. ROLLED RAMPED ETC.). THE DEELOPER IS RESPONSILE TO ERIFY THAT ALL APPROED PULIC WORS OR GRADING DEPARTMENT STREET IMPROEMENT PLANS OR PRECISE GRADING PLANS CONFORM TO THE MINIMUM STREET WIDTH MEASUREMENTS PER THE APPROED FIRE MASTER PLAN AND STANDARDS IDENTIFIED IN FIRE DEPARTMENT GUIDELINE 6-09 FOR ALL PORTIONS OF THE FIRE ACCESS ROADS. 12.PERMANENT TEMPORARY AND PHASED EMERGENCY ACCESS ROADS SHALL E DESIGNED AND MAINTAINED TO SUPPORT AN IMPOSED LOAD OF 6000 LS. AND SURFACED TO PROIDE ALL-WEATHER DRIING CAPAILITIES. 1. FIRE LANE SIGNS AND RED CURS SHALL MEET THE SPECIFICATIONS SHOWN IN FIRE DEPARTMENT GUIDELINE -09 AND SHALL E INSTALLED AS DESCRIED THEREIN. ADDITIONAL FIRE LANE MARINGS MAY E REQUIRED AT THE TIME OF INSPECTION DEPENDING ON FIELD CONDITIONS. 1. ALL FIRE HYDRANTS SHALL HAE A LUE REFLECTIE PAEMENT MARER INDICATING THEIR LOCATION PER THE FIRE DEPARTMENT STANDARD. ON PRIATE PROPERTY MARERS ARE TO E MAINTAINED IN GOOD CONDITION Y THE PROPERTY OWNER. 15.ADDRESS NUMERS SHALL E LOCATED AND E OF A COLOR AND SIE SO AS TO E PLAINLY ISILE AND LEGILE FROM THE ROADWAY FROM WHICH THE UILDING IS ADDRESSED IN ACCORDANCE WITH FIRE DEPARTMENT GUIDELINE -09. WAYFINDING SIGNS WHEN REQUIRED Y THE LOCAL AH SHALL COMPLY WITH THE STANDARDS OF THAT AGENCY. WHEN WAYFINDING SIGNS ARE ALSO REQUIRED Y THE FIRE DEPARTMENT THEY MAY E DESIGNED TO LOCAL AH REQUIREMENTS PROIDED THAT SUCH STANDARDS FACILITATE LOCATION OF STRUCTURES SUITES AND DWELLING UNITS Y EMERGENCY PERSONNEL. 16.ACCESS GATES SHALL E APPROED PRIOR TO INSTALLATION AND SHALL E IN COMPLIANCE WITH CHAPTER 5 OF THE CFC AND FIRE DEPARTMENT GUIDELINES. 1. APPROED ACCESS WALWAYS SHALL E PROIDED TO ALL REQUIRED OPENINGS AND ALL RESCUE WINDOWS. HYDRANTS ALES FIRE DEPARTMENT CONNECTIONS PULL STATIONS EXTINGUISHERS SPRINLER RISERS ALARM CONTRO PANELS RESCUE WINDOWS AND OTHER DEICES OR AREAS USED FOR FIREFIGHTING PURPOSES. EGETATION OR UILDING FEATURES SHALL NOT OSTRUCT ADDRESS NUMERS OR INHIIT THE FUNCTIONING OF ALARM ELLS HORNS OR STROES. 19.DUMPSTERS AND TRASH CONTAINERS LARGER THAN 1.5 CUIC YARDS SHALL NOT E STORED IN UILDINGS OR PLACED WITHIN 5 FEET OF COMUSTILE WALLS OPENINGS OR COMUSTILE ROOF EAE LINES UNLESS PROTECTED Y AN APPROED SPRINLER SYSTEM. 20. ANY FUTURE MODIFICATION TO THE APPROED FIRE MASTER PLAN OR APPROED SITE PLAN INCLUDING UT NOT LIMITED TO ROAD WIDTH GRADE SPEED HUMPS TURNING RADII GATES OR OTHER OSTRUCTIONS SHALL REQUIRE REIEW INSPECTION AND APPROAL Y THE FIRE DEPARTMENT. 21.APPROAL OF THIS PLAN SHALL NOT E CONSTRUED AS APPROAL OF ANY INFORMATION OR PROECT CONDITIONS OTHER THAN THOSE ITEMS AND REQUIREMENTS IDENTIFIED IN FIRE DEPARTMENT GUIDELINE -09 AND RELATED PORTIONS OF THE 2016 CFC AND CC. THIS PROECT MAY E SUECT TO ADDITIONAL REQUIREMENTS NOT STATED HEREIN UPON EXAMINATION OF ACTUAL SITE AND PROECT CONDITIONS OR DISCLOSURE OF ADDITIONAL INFORMATION. SCOPE OF WOR ·LOT AREA (NET)6625 SQ.FT. ·APN 00-0-06 ·LOT NUMER 12 ·PROPOSED A NEW DETACHED ADU FIRE SPRINLER NOTE AUTOMATIC FIRE SPRINLER SYSTEM WILL NOT E EQUIPPED FIRE DEPARTMENT PLAN NOTE PL 5 RW 5 PL 1 2 5 PL 1 2 5 75 18 2017 12 7 13 6 11 8 6TH STREET 6(E) COERED PATIO EXISTING 1-STORY HOUSE 2- 6 PROPOSED 1-STORY ADU (N)PORCH (E) CONCRETE (E) CONCRETE (N ) C O N C R E T E (E) GRASS (N) LANDSCAPE 15 SQ.FT. (E) GRASS (E) GRASS (N) GAS METER (N)150 AMP ELEC. PANEL (E) GAS METER (E) ELEC. PANEL 2-6 9 22 -6 PROTECT EXIST WATER METER (E) SIDEWAL 21 - 6 (E ) LO C W A L L H E I G H T (E ) LO C W A L L H E I G H T (E)WOOD FENCE 6 HEIGHT (E) FIRE HYDRANT N S H E L T O N S T . (5) 2 (1 ) GRASS (N) LANDSCAPE 269 SQ.FT. 16 - 6 1 (E ) WO O D F E N C E 6 H E I G H T 1 -6 OPEN SPACE 690 SQ.FT. OPEN SPACE 510 SQ.FT. (N) WOOD GATE (N) WOOD FENCE HEIGHT 0 (E) DRIEWAY APPROACH (E)WM F A THE DISTANCE FROM (E)FIRE HYDRANT TO THE FURTHEST POINT OF THE STRUCTURE FOOAA 6612550 21 FT. 600 FT. NOTES LE N G T H F R O M M A I N P A N E L O F H O U S E TO A D U S U - P A N E L 6 F T MI N I M U M C O N D U C T O R S I E 1 0 A W G PC S C H E D U L E 0 - 2 M I N U N D E R G R O U N D (E) STREET TREE (E) TREE (E) TREE STREET SIGNS (E) STREET TREE E S M E S L E C G E C G P A E S P A E RW LE RW L E W M E C G E C G 20 10 P PCS L 1000950 CL CL CL CL S 9 9 0 ℄ E x i s t D w y . 1000 CL 6 S1000 CL S S (5) (1 ) (1 ) (1 ) (1 ) (1 ) 1 1 2 11 2 2 2 22 55 55 5 5 1 2 5 1 1 5 (1 ) (1 ) WH MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 SITE PLAN FOR FIRE DEPARTMENT A0.3(IN FEET) 0 10 20 0 SITE PLAN FOR FIRE DEPARTMENT SCALE 11 1112 W 6TH ST 1112 W 6TH ST UNIT 2 INSPECTION REQUIREMENTS 1. FIRE DEPARTMENT SITE INSPECTIONS ARE REQUIRED FOR THIS PROECT. PLEASE SCHEDULE ALL FIELD INSPECTIONS AT LEAST HOURS IN ADANCE. INSPECTIONS CANCELED AFTER 1 P.M. ON THE DAY EFORE THE SCHEDULED DATE WILL E SUECT TO A RE- INSPECTION FEE. CALL FIRE DEPARTMENT INSPECTION SCHEDULING AT (1) 5-6150. 2. A LUMER DROP INSPECTION SHALL E PERFORMED PRIOR TO RINGING COMUSTILE MATERIALS (OR COMUSTILE FIXTURES AND FINISHES FOR STRUCTURES OF NON-COMUSTILE CONSTRUCTION). ALL-WEATHER ACCESS ROADS CAPALE OF SUPPORTING 6000 LS. TOPPED WITH ASPHALT CONCRETE OR EQUIALENT SHALL E IN PLACE AND HYDRANTS OPERATIONAL AT TIME OF LUMER DROP INSPECTION. . FOR PROECTS WITH FUEL MODIFICATION A EGETATION CLEARANCE INSPECTION IS REQUIRED PRIOR TO A LUMER DROP INSPECTION. USE THE FUEL MODIFICATION PLAN SERICE REQUEST NUMER TO SCHEDULE THE EGETATION CLEARANCE INSPECTION. . PHASED INSTALLATION OF FIRE ACCESS ROADS REQUIRES ADDITIONAL INSPECTIONS NOT COERED Y THE FEES PAID AT PLAN SUMITTAL. CONTACT INSPECTION SCHEDULING TO ARRANGE FOR ADDITIONAL INSPECTIONS THAT MAY E NEEDED AND ANY FEES THAT MAY E DUE. 5. AN ORIGINAL APPROED SIGNED WET-STAMPED FIRE MASTER PLAN SHALL E AAILALE ON-SITE AT TIME OF INSPECTION. 6. ACCESS ROADS AND HYDRANTS SHALL E MAINTAINED AND REMAIN CLEAR OF OSTRUCTIONS AT ALL TIMES DURING AND AFTER CONSTRUCTION. AREAS WHERE PARING IS NOT PERMITTED SHALL E CLEARLY IDENTIFIED AT ALL TIMES. OSTRUCTION OF FIRE LANES AND HYDRANTS MAY RESULT IN CANCELLATION OR SUSPENSION OF INSPECTIONS. . TEMPORARY FUEL TANS OF 60 OR MORE GALLONS SHALL E REIEWED INSPECTED AND PERMITTED Y THE FIRE DEPARTMENT PRIOR TO USE. . THE PROECT ADDRESS SHALL E CLEARLY POSTED AND ISILE FROM THE PULIC ROAD DURING CONSTRUCTION. 9. ALL GATES IN CONSTRUCTION FENCING SHALL E EQUIPPED WITH EITHER A NOX OR REAAWAY PADLOC. 10. UILDINGS OF FOUR OR MORE STORIES SHALL E PROIDED WITH STAIRS AND A STANDPIPE EFORE REACHING 0 FEET IN HEIGHT. GENERAL REQUIREMENTS 11. FIRE LANE WIDTHS SHALL E MEASURED FROM TOP FACE OF THE CUR TO TOP FACE OF THE CUR FOR FIRE LANES WITH STANDARD CURS AND GUTTERS AND FROM FLOW-LINE TO FLOW-LINE FOR FIRE LANES WITH MODIFIED CUR DESIGNS (E.G. ROLLED RAMPED ETC.). THE DEELOPER IS RESPONSILE TO ERIFY THAT ALL APPROED PULIC WORS OR GRADING DEPARTMENT STREET IMPROEMENT PLANS OR PRECISE GRADING PLANS CONFORM TO THE MINIMUM STREET WIDTH MEASUREMENTS PER THE APPROED FIRE MASTER PLAN AND STANDARDS IDENTIFIED IN FIRE DEPARTMENT GUIDELINE 6-09 FOR ALL PORTIONS OF THE FIRE ACCESS ROADS. 12. PERMANENT TEMPORARY AND PHASED EMERGENCY ACCESS ROADS SHALL E DESIGNED AND MAINTAINED TO SUPPORT AN IMPOSED LOAD OF 6000 LS. AND SURFACED TO PROIDE ALL-WEATHER DRIING CAPAILITIES. 1. FIRE LANE SIGNS AND RED CURS SHALL MEET THE SPECIFICATIONS SHOWN IN FIRE DEPARTMENT GUIDELINE -09 AND SHALL E INSTALLED AS DESCRIED THEREIN. ADDITIONAL FIRE LANE MARINGS MAY E REQUIRED AT THE TIME OF INSPECTION DEPENDING ON FIELD CONDITIONS. 1. ALL FIRE HYDRANTS SHALL HAE A LUE REFLECTIE PAEMENT MARER INDICATING THEIR LOCATION PER THE FIRE DEPARTMENT STANDARD. ON PRIATE PROPERTY MARERS ARE TO E MAINTAINED IN GOOD CONDITION Y THE PROPERTY OWNER. 15. ADDRESS NUMERS SHALL E LOCATED AND E OF A COLOR AND SIE SO AS TO E PLAINLY ISILE AND LEGILE FROM THE ROADWAY FROM WHICH THE UILDING IS ADDRESSED IN ACCORDANCE WITH FIRE DEPARTMENT GUIDELINE -09. WAYFINDING SIGNS WHEN REQUIRED Y THE LOCAL AH SHALL COMPLY WITH THE STANDARDS OF THAT AGENCY. WHEN WAYFINDING SIGNS ARE ALSO REQUIRED Y THE FIRE DEPARTMENT THEY MAY E DESIGNED TO LOCAL AH REQUIREMENTS PROIDED THAT SUCH STANDARDS FACILITATE LOCATION OF STRUCTURES SUITES AND DWELLING UNITS Y EMERGENCY PERSONNEL. 16. ACCESS GATES SHALL E APPROED PRIOR TO INSTALLATION AND SHALL E IN COMPLIANCE WITH CHAPTER 5 OF THE CFC AND FIRE DEPARTMENT GUIDELINES. 1. APPROED ACCESS WALWAYS SHALL E PROIDED TO ALL REQUIRED OPENINGS AND ALL RESCUE WINDOWS. HYDRANTS ALES FIRE DEPARTMENT CONNECTIONS PULL STATIONS EXTINGUISHERS SPRINLER RISERS ALARM CONTRO PANELS RESCUE WINDOWS AND OTHER DEICES OR AREAS USED FOR FIREFIGHTING PURPOSES. EGETATION OR UILDING FEATURES SHALL NOT OSTRUCT ADDRESS NUMERS OR INHIIT THE FUNCTIONING OF ALARM ELLS HORNS OR STROES. 19. DUMPSTERS AND TRASH CONTAINERS LARGER THAN 1.5 CUIC YARDS SHALL NOT E STORED IN UILDINGS OR PLACED WITHIN 5 FEET OF COMUSTILE WALLS OPENINGS OR COMUSTILE ROOF EAE LINES UNLESS PROTECTED Y AN APPROED SPRINLER SYSTEM. 20. ANY FUTURE MODIFICATION TO THE APPROED FIRE MASTER PLAN OR APPROED SITE PLAN INCLUDING UT NOT LIMITED TO ROAD WIDTH GRADE SPEED HUMPS TURNING RADII GATES OR OTHER OSTRUCTIONS SHALL REQUIRE REIEW INSPECTION AND APPROAL Y THE FIRE DEPARTMENT. 21. APPROAL OF THIS PLAN SHALL NOT E CONSTRUED AS APPROAL OF ANY INFORMATION OR PROECT CONDITIONS OTHER THAN THOSE ITEMS AND REQUIREMENTS IDENTIFIED IN FIRE DEPARTMENT GUIDELINE -09 AND RELATED PORTIONS OF THE 2016 CFC AND CC. THIS PROECT MAY E SUECT TO ADDITIONAL REQUIREMENTS NOT STATED HEREIN UPON EXAMINATION OF ACTUAL SITE AND PROECT CONDITIONS OR DISCLOSURE OF ADDITIONAL INFORMATION. SCOPE OF WOR ·LOT AREA (NET)6625 SQ.FT. · APN 00-0-06 ·LOT NUMER 12 · PROPOSED A NEW DETACHED ADU FIRE SPRINLER NOTE AUTOMATIC FIRE SPRINLER SYSTEM WILL NOT E EQUIPPED FIRE DEPARTMENT PLAN NOTE PL 5 RW 5 PL 1 2 5 PL 1 2 5 75 18 2017 12 7 13 6 11 8 6TH STREET 6(E) COERED PATIO EXISTING 1-STORY HOUSE 2- 6 PROPOSED 1-STORY ADU (N)PORCH (E) CONCRETE (E) CONCRETE (N ) C O N C R E T E (E) GRASS (N) LANDSCAPE 15 SQ.FT. (E) GRASS (E) GRASS (N) GAS METER (N)150 AMP ELEC. PANEL (E) GAS METER (E) ELEC. PANEL 2-6 9 22 -6 PROTECT EXIST WATER METER (E) SIDEWAL 21 - 6 (E ) LO C W A L L H E I G H T (E ) LO C W A L L H E I G H T (E) WOOD FENCE 6 HEIGHT (E) FIRE HYDRANT N S H E L T O N S T . (5) 2 (1 ) GRASS (N) LANDSCAPE 269 SQ.FT. 16 - 6 1 (E ) WO O D F E N C E 6 H E I G H T 1 -6 OPEN SPACE 690 SQ.FT. OPEN SPACE 510 SQ.FT. (N) WOOD GATE (N) WOOD FENCE HEIGHT 0 (E) DRIEWAY APPROACH (E)WM F A THE DISTANCE FROM (E)FIRE HYDRANT TO THE FURTHEST POINT OF THE STRUCTURE FOOAA 6612550 21 FT. 600 FT. NOTES LE N G T H F R O M M A I N P A N E L O F H O U S E TO A D U S U - P A N E L 6 F T MI N I M U M C O N D U C T O R S I E 1 0 A W G PC S C H E D U L E 0 - 2 M I N U N D E R G R O U N D (E) STREET TREE (E) TREE (E) TREE STREET SIGNS (E) STREET TREE E S M E S L E C G E C G P A E S P A E RW LE RW L E W M E C G E C G 20 10 P PCS L 1000950 CL CL CL CL S 9 9 0 ℄ E x i s t D w y . 1000 CL 6 S1000 CL S S (5) (1 ) (1 ) (1 ) (1 ) (1 ) 1 1 2 11 2 2 2 22 55 55 5 5 1 2 5 1 1 5 (1 ) (1 ) WH MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 SITE PLAN FOR FIRE DEPARTMENT A0.4 (IN FEET) 0 10 20 0 SITE PLAN FOR FIRE DEPARTMENT SCALE 11 1112 W 6TH ST 1112 W 6TH ST UNIT 2 (E) COVERED PATIO 323 SQ.FT. 6'9' 33 ' - 6 " SL 5 040 SL 3 020 12 ' 1' - 9 " 1' - 9 " 11 ' 3' BEDROOM KITCHEN REF SL 3030 DINING 11 ' 9'-6"11'-2" 11'-10" 10 ' - 4 " SL 5 040 SL 5040 SL 5040 BEDROOM BEDROOM 22' 6'-6" 12 ' 28'-6" 22 ' 15 ' 21'-6" EXISTING FLOOR PLAN SCALE : 1/4" = 1' EXISTING ROOF PLAN SCALE : 1/4" = 1' 4: 1 2 4: 1 2 4:12 4:12 BATH LIVINGLIVING AREA = 826 SQ.FT, 3: 1 2 2: 1 2 FLAT ROOF MIN SLOPE 1:48 REFERENCE ONLY NOT WITHIN SCOPE OF WORK REFERENCE ONLY NOT WITHIN SCOPE OF WORK SL 5 040 WH WD (E)COMP. SHINGLE ROOF SIERRA GRAY COLOR ADU SHINGLES SHOULD MATCH THE STREET-FACING SHINGLES. 24"X24" WATER HEATER ENCLOSURES TO BE LEGALIZED 2: 1 2 W/D TO BE RELOCATION W/D W/D NEW LOCATION NOTE: EXISTING HOME IS EQUIPPED WITH SMOKE AND CARBON MONOXIDE ALARMS IN ACCORDANCE WITH SECTION R314 AND R315, RESPECTIVELY. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 EXISTING FLOOR PLAN ROOF PLAN A1.1 D (N)BEDROOM (N)M.BEDROOM 10' 1' - 6 " 1' - 6 " 2'-7"11 ' - 2 " 10 ' - 2 " 10 ' - 2 " 5' 27 ' 27'-6" 12 ' - 6 " 17'-6" 14 ' - 6 " 45' (N)BEDROOM REF dish washer (N)KITCHEN NEW ADU (UNIT 2) LIVING AREA = 996 SQ.FT, (N)LIVING 10'13'-10" 4' 8'-6" (N)PORCH 36 sq.ft.NEW WALL LEGEND: (E) EXISTING (N) NEW SL 5040 SLIDER 5'-0" X 4'-0" NEW 1-HOUR FIRE RATED WALL. SEE DETAIL#1/A2.3 20'-6" 8' 7' - 1 0 " 5' W D 10'-6" 5' 3' 1'-6"1'-6" C.L. 11'-8" C.L. (N)BATH (N)BATH MA X 7 3 / 4 " ST E P D O W N 2' - 7 " A A. 2 . 2 B A.2.2 A A. 2 . 2 B A.2.2 3-INCH MIN CONCRETE PAD 22X30 ATTIC ACCESS ATTIC PROPOSED ADU (UNIT 2) FLOOR PLAN SCALE : 1/4" = 1' (N ) D 2 668 (N ) D 2 668 (N)D3068 (N)D2468 (N)D3068 (N ) D 3 070 (N ) D 4 068 (N)SL 3020 TEMP. GL. (N ) S L 3 020 TE M P . G L . (N)SL 3030 (N ) S L 5 040 (N)SL 4040 (N ) S L 5 040 (N ) S L 4 040 2' 5' - 4 " 3'-2" 3' - 2 " 4' - 4 " C.L. WH (N) 50-GALLON WATER HEATER 2' (N)SL 5040 3'7'-2"6'-8" 4'-4" 2' 6' - 1 0 " 3' 6' - 1 0 " 8' - 2 " 5' - 4 " 12 ' - 6 " (N)SL 4040 (N)D2870 REINFORCEMENT FOR FUTURE INSTALLATION OF GRAB BARS SHALL BE INSTALLED ON EACH END WALL AND THE BACK WALL OF THE SHOWER/ BATHTUB. REINFORCEMENT (MINIMUM WIDTH OF 6" TO 8" FULL WIDTH OF PLATFORM) IN THE FLOOR FOR FUTURE INSTALLATION OF A FLOOR-MOUNTED FOLD-UP GRAB BAR ELECTRIC RANGE STOVE ELECTRIC DRYER CONDENSER UNIT AIR HANDLER 4: 1 2 4: 1 2 4: 1 2 4: 1 2 4: 1 2 4: 1 2 PROPOSED ADU (UNIT 2) ROOF PLAN SCALE : 1/4" = 1' VENTILATION NOTES: 1.-A MINIMUM OF 1" AIR SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING WITH ADEQUATE CROSS VENTING FOR VAULTED CEILING. 2.THE ATTIC ACCESS SHALL BE A MINIMUM OF 22" X 30". A THIRTY-INCH MINIMUM CLEAR HEAD ROOM SHALL BE PROVIDED ABOVE THE ATTIC ACCESS. ATTIC ACCESS SHALL BE LOCATED AT A READILY ACCESSIBLE LOCATION. 3.MECHANICAL VENTILATION IS NOT LESS THAN 6 AIR CHANGES PER HOUR TYPE. THE POINT OF DISCHARGE OF EXHAUST AIR SHALL BE AT LEAST 3 FEET FROM ANY OPENING INTO THE BUILDING. THE EXHAUST VENT SHALL BE EQUIPPED WITH BACK-DRAFT DAMPER TO COMPLY WITH ENERGY REGULATIONS. 4.PROVIDE OUTDOOR COMBUSTION AIR OPENINGS FOR THE MECHANICAL CLOSET WITH THE 2 PERMANENT OPENINGS METHOD PER CMC SECTION 701.4.1. ONE OPENING SHALL COMMENCE WITHIN12 INCHES OF THE TOP AND THE OTHER COMMENCING WITHIN 12 INCHES OF THE BOTTOM OF THE ENCLOSURE. EAVE VENTING HLVENTS LOW VENTS HIGH NOTE: 1.THE VENTING DIAGRAM IS MEANT TO ILLUSTRATE TYPICAL TYPES OF VENTING. 2.NO VENTILATION IS REQUIRED FOR GARAGE 3.NO VENT HOLES ALLOWED ALONG 1-HR FIRE RATED EAVE. EAVE VENTING ROOF LINE HOUSE FOOTPRINT VENTING DIAGRAM H L LL L L L H H H H H 4:124:12 1 H R F I R E R A T E D GA B L E T R I M SE E D E T A I L # 3 O N S H E E T A 2 . 3 1 HR FIRE RATED EAVE W/O VENT(TYP.) SEE DETAIL#2 ON SHEET A2.3 1 H R F I R E R A T E D GA B L E T R I M SE E D E T A I L # 3 O N S H E E T A 2 . 3 SOLAR AREA DC SYSTEM SIZE: 2.38 (kwdc) AZIMUTH: 150-270o TILT: <= 7:12 azimu t h150- 2 7 0 o L H mi n 3 ' min 3'min 3' 1' 1' 1' 1' 1' 1' 1' 1' DOOR SCHEDULE DOOR ETERIOR SINGLE ENTR HAL LAT GLASS WOOD CLAD. FAMILY & TYPE THICKNESS 3 HEIGHTWIDHT 3 DESCRIPTION IBERGLASS TEMPER GLASS QUANTITY DOOR INTERIOR SINGLE PANEL WOOD MD NAME D3070 D2468 3 6D2668 3 DOOR INTERIOR SINGLE PANEL WOOD MD6 6 DOOR INTERIOR SINGLE PANEL WOOD MDD4068 3 6 SOLID IBERGLASS DOOR 3 IBERGLASSD2870 WINDOW SCHEDULE SLIDER WITH TRIM GLAING FAMILY & TYPE HEIGHTWIDHT U - FACTOR .3 .3 SHGC QUANTITY 3 NET CLEAR OPENABLE AREA . NAME SL 5040 SL 4040 SL 3020 temp.gl. SLIDER WITH TRIM GLAING SLIDER WITH TRIM GLAING TEMPERED GLASS .3 .3 36. 3 .3 .3 SL 3030 SLIDER WITH TRIM GLAING 33 .3 .3 3 D3068 DOOR INTERIOR SINGLE PANEL WOOD MD AGING IN PLACE R327.1.1 REINFORCEMENT FOR GRAB BARS AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH THIS SECTION. WHERE THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE SECOND OR THIRD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION. 1. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. 2. REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH (51 MM BY 203 MM) NOMINAL LUMBER. [11/2 INCH BY 71/4 INCH (38 MM BY 184 MM) ACTUAL DIMENSION] OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 INCHES (812.8 MM) AND 39 14 INCHES (997 MM) ABOVE THE FINISHED FLOOR FLUSH WITH THE WALL FRAMING. 3. WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. 4. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. 5. BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES (152.4 MM) ABOVE THE BATHTUB RIM. EXCEPTIONS: 1. WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. 2. REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PREFABRICATED SHOWER ENCLOSURES AND BATHTUB WALL PANELS WITH INTEGRAL FACTORY INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB BARS IS PROVIDED. 3. SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. 4. BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF REINFORCEMENT SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. 5. REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE SLAB FLOORS. R327.1.2 ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS: 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 INCHES (1219.2 MM) MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. EXCEPTIONS: 1. DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING LIGHTS; AND CONTROLS LOCATED ON APPLIANCES. 2. RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES (381 MM) R327.1.3 INTERIOR DOORS EFFECTIVE JULY 1, 2024, AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32 INCHES (812.8 MM), MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION; OR, IN THE CASE OF A TWOOR THREE-STORY SINGLE FAMILY DWELLING, ON THE SECOND OR THIRD FLOOR OF THE DWELLING IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. R327.1.4 DOORBELL BUTTONS DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES (1219.2 MM) 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 INCHES (1219.2 MM) MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 PROPOSED ADU FLOOR PLAN ROOF PLAN A1.2 D D D D HE HE PC TCV.S 3 V.S 3 V.S W/ OCC. SENSORW.P/GFCI GFCI GARBAGE DISPOSAL SWITCH GFCI GFCI GFCI GFCI GFCI 280 CFM HOOD SWITCH ON/OFF 6" FLEX VENT TO ROOF GFCI GFCI 2300 CFM EXHAUST FAN W/ DRYER VENT TO OUTSIDE SEE GN#2,3 & VENTILATION NOTE #3 MODEL: QC STL PRO-2.5X HE F M GFCI HE F M GFCI HE SD SD SD SDCO 4'-6" 7' - 6 " GFCI GFCI/W.P ELECTRICAL ADU (UNIT 2) FLOOR PLAN SCALE : 1/4" = 1' MAX 3' (N)BEDROOM (N)M.BEDROOM (N)BEDROOM dish washer (N)KITCHEN NEW ADU (UNIT 2) LIVING AREA = 996 SQ.FT, (N)LIVING (N)PORCH 36 sq.ft. W DC.L. C.L. (N)BATH (N)BATH 3-INCH MIN CONCRETE PAD 22X30 ATTIC ACCESS ATTIC C.L. WH (N) 50-GALLON WATER HEATER PHOTOELECTRIC SMOKE DETECTOR DEDICATED 125V, 20A (10 AWG COPPER BRANCH CIRCUIT WITHIN MIN 3 FEET FROM THE WATER HEATER) SOLAR PANEL BATTERY STORAGE SEE ENERGY STORAGE SYSTEMS NOTES ELECTRIC RANGE STOVE SDCO ELECTRIC DRYER CONDENSER UNIT AIR HANDLER IAQ EXHAUST FAN 60 CFM 4" OVAL DUCT TO ROOF ELECTRICAL LEGEND H.E FLUORESCENT LIGHTING FIXTURE 5" RECESSED LIGHTING FIXTURE - CEILING MOUNTED OUTDOOR LIGHTING FIXTURE, WALL MOUNTED, SINGLE POLE TOGGLE SWITCH, +48", 8" ABOVE COUNTER DIMMER SWITCH, +48" INDECATED DEVICE/ RECEPTACLE HAS GFCI PROTECTIONGFCI ABBREVIATION FOR " WATERFROOF"W.P EXHAUSTED FAN W/ FLUORESCENT HIGH EFFICIACY LIGHTING COMBO SWICTH SEPERATELY WATERPROOF D HE W.P 15 & 20-AMP, 125-VOLT DUPLEX RECEPTACLE U.O.N., 15" ABOVE FLOOR, U.O.N. 15 & 20-AMP, 125-VOLT DUPLEX RECEPTACLE U.O.N., 12" ABOVE COUNTER U.O.N. SINGLE MULTI-FUNCTION CONTROL SWITCH, 48" ABOVE FLOOR 220V RECEPTACLE 220V HIGH EFFICIACY HE LIGHTING FIXTURE, WALL MOUNTED, +84 U.O.N BATTERY CARBON & MONOXIDE SMOKE ALARMS, CEILING MOUNTEDSDCO OCCUPANCY SENSOR +84 U.O.N W/ SENSOR HOSE-BIBB WITH AN ANTI-BACKFLOW DEVICE RECESSED EXHAUST FAN, SWITCH CONTROLLED LED FLOOD UNDER EAVE/ CANTILEVER I. 48" CLEAR REFRIGERATOR SPACE, PLUMB FOR WATER SUPPLY. VERIFY WIDTH AND DEPTH IF BUILT-IN REFRIGERATOR. 2.36" COOKTOP AND METAL EXHAUST HOOD ABV. W/LIGHT AND FAN. (MIN 100 C.F.M., MAX.3 SONE, AND VENTED TO OUTSIDE AIR). 3.30" x 30" ATTIC ACCESS PANEL IN CEILING. 2016 C.B.C. (F.A.U. IN ATTIC) 4.BATH TUB. (SPECIFIED BY OWNER) (PROVIDE 12" x 12" TUB ACCESS IF SLIP JOINT.) 5. 5'-0" PRE-FAB FIBERGLASS TUB/SHOWER WITH WATER RESISTANT WAINSCOT TO 72" ABOVE DRAIN (UNLESS NOTED OTHERWISE). PROVIDE SHOWER CURTAINROD (UNLESS NOTED OTHERWISE). 11. BUIT-IN SHELVES BY OTHERS. 12. ELECTRIC TANKLESS WATER HEATER. 15. ELECTRIC VEHICLE CHARGING. 41. 34"-38" HIGH HANDRAIL ABOVE NOISING PER C.R.C R311.7.8.1 SEE DETAIL 1 (SHEET D1.1) 42. LINE OF SYNTHETIC STONE VENEER. SEE ELEVATION. 46. OPENINGS SHALL BE EQUIPPED WITH SOLID WOOD DOORS OR SOLID OR HONEYCOMBED CORE STEEL DOOR NOT LESS 1 3/8 INCHES THICK DOOR OR 20-MINUTE FIRE-RATED DOORS. DOORS SHALL BE SELF-CLOSING AND SELF-LATCHING. WHERE THE GARAGE IS PROTECTED BY AN AUTOMATIC RESIDENTIAL FIRE SPRINKLER SYSTEM, THE DOORS NEED ONLY BE SELF-CLOSING AND SELF-LATCHING. 48. GARAGE BENEATH HABITABLE ROOM ABOVE SHALL BE SEPARATED BY 6/8' GYP. BOARD ON THE GARAGE SIDE. 51. 5/8" TYPE "X" GYPSUM BOARD WALL AND CEILING UNDER THE INTERIOR STAIWAY. 52 AUTOMATIC GARAGE DOOR OPENER SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL 325. FLOOR PLAN NOTES I. SHOWER AND TUB/SHOWER COMBINATION IN ALL BUILDING SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE THERMOSTATIC MIXING VALVE TYPE 2. BATH TUB: MAXIMUM HOT WATER TEMP DISCHARGING FROM THE BATHTUB AND WHIRLPPOL BATHTUB FILLER SHALL BE LIMITED TO 120 DEG F. 3. ULTRA FLOW FLUSH TOILET (1.28 GALLONS/FLUSH) AT ALL NEW BATHROOMS (CPC 2022 SECTION 411.2) 4. FINISH BACKING MATERIAL AND WATERROOFED MATERIAL AT SHOWER/ BATHTUB WALL SHALL BE CEMENTITOUS MATERIAL OR GUPSUM BOARD APPROVED FOR THIS INSTALLATION. WATER RESISTANT GYPSUM BOARD UNDER GLUE-ON TILE IS NOT ALLOWED. 5. SHOWER: A) THE SHOWER DOOR SIZE TO HAVE A NET OPENING OF AT LEAST 22-INCHES AND TO SWING OUT (R307). B) SHOWERS MUST HAVE WATERROOF WALL FINISH UP AT LEAST 6" ABOVE THE FLOOR. [CRC 2022 SECTION R307.2] C) GLASS SHOWER AND TUB ENCLOSURE MUST BE SAFETY GLAZING. [CRC 2022 SECTION R308.4.5] D) SHOVVERHEADS SHALL BE CERTIFIED TO THE PERFORMANCE CRITERIA OF THE US. EPA WATERSENSE SPECIFICATION FOR SHOWERHEADS. 6. THE MAX FLOW RATE OF RESIDENTIAL LAVATORY FAUCETS SHALL NOT EXCEED 1.2 GPM AT 60 PSI THE MIN. FLOW RATE OF RESIDENTIAL LAVATORY FAUCETS SHALL NOT BE LESS THAN 0.8 GPM AT 20 PSI. 7. THE MAX. FLOW RATE OF KITCHEN FAUCETS SHALL NOT EXCEED 1.8 GPM AT 60 PSI. 8. WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72 INCHES ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS ARE TO BE MOISTURE RESISTANT BATHROOM NOTES I. ALL INTERIOR DOORS TO BE HOLLOW CORE 1 3/8" THICK UNLESS NOTED OTHERWISE, (SEE PLAN FOR SIZE), AT DOUBLE INTERIOR DOOR CONDITIONS PROVIDE DEADBOLT AT TOP OF INACTIVE DOOR. 2. ALL GARAGE SERVICE DOORS TO BE HOLLOW CORE 1 3/4" THICK EXTERIOR GRADE. (SEE PLAN FOR SIZE) 3. ALL ENTRY DOORS TO BE SOLID CORE 1 3/4" THICK (SEE PLAN FOR SIZE), AT DOUBLE ENTRY DOORS PROVIDE DEADBOL AT TOP AND BOTTOM OF INACTIVE DOOR. 4. ALL EXTERIOR FRENCH DOORS TO BE SOLID CORE 1 3/4" THICK (SEE PLAN FOR SIZE, AT DOOR DOUBLE FRENCH DOORS PROVIDE DEADBOLT AT TOP AND BOTTOM OF INACTIVE DOOR. 5. EMERGENCY ESCAPE AND RESCUE OPENING SHALL HAVE A NET CLEAR OPENING OF 5.7 S.F. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE THE NET CLEAR HEIGHT OPENING SHALL BE NOT LESS THAN 24 INCHES AND THE NET CLEAR WIDTH SHALL BE NOT LESS THAN 20 INCHES, EXCEPTION: GRADE FLOOR OR BELOW GRADE OPENINGS SHALL HAVE A NET CLEAR OPENING OF NOT LESS THAN 5 SQUARE FEET. (C.R.C.R310.2.1) EMERGENCY ESCAPE AND RESCURE OPENING SHALL HAVE A SILL HEIGH NOT MORE THAN 44" ABOVE THE FLOOR. (C.R.C, R310.2.2) 6. WINDOW FALL PROTECTION: WHEN TOP OF THE WINDOWSILL IS LOCATED LESS THAN 24 INCHES ABOVE THE FINISH FLOOR AND GREATER THAN 72 INCHES ABOVE THE FINISH GRADE OR OTHER SURFACE BELOW ON THE EXTERIOR OF THE BUILDING, THE OPERABLE WINDOW SHALL COMPLY WITH THE R312.2.1 (1), (2) & (3). DOOR PLAN NOTES NOTE: PROVIDE CLOTHES DRYER MOISTURE EXHAUST DUCT (MIN 4 INCH DIA). TO THE OUTSID AND EQUIP WITH A BACK-DRAFT DAMPER. EXHAUST DUCT LENGTH IS LIMITED TO 14FT WITH 2 ELBOWS. (CMC 504.3) PROVIDE 1" UNDERCUT AT DOOR FOR MAKE UP AIR PROVIDE 14"X8" GRILLE ABOVE DOOR FOR MAKE UP AIR MAKE UP AIR AT LAUNDRY ROOM 6" SINGLE POLE LIGHT SWITCH HITH MANUAL-ON OCCUPANT SENSORM RECESSED 'FLUORESCENT' LIGHT FIXTURE WITH VAPOR PROOF LENS COVER (GFCI AT HYDROMASSAGE TUBS)F SWITCH, +48". TC: TIME CLOCK W/ 2HR BYPASSPC: PHOTOCELL SENSOR. PC-TC SHALL BE CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT DOES NOT OVERRIDE TO ON RECEPTACLE AT ATTIC DEDICATED 240 VOLT, MINIMUM 30 AMPS BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3-FT FROM THE HEAT PUMP SPACE HEATER INSTALLATION 1. MECHANICAL VENTILATION FOR TOILET COMPARTMENTS AND BATHROOMS SHALL BE PROVIDED BY AN EXHAUST FAN W/A A MINIMUM EXHAUST RATE OF 50 CFM, (C.M.C TABLE 403.7), AND BE RATED FOR SOUMD AT A MAX 3 SONE, VENTED TO OUTSIDE AIR. 2. PROVIDE LISTED NON-REMOVABLE TYPE BACK FLOW PREVENTATION DEVICE AT ALL HOSE BIBBS. C.P.C. 603.4.7. 3. SHO WERS AND TUB-SHOWER COMBINATIONS SHALL BE PROVIDED W/ INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THETHERMOSTATIC MIXING VALVE TYPE.C.P.C. 418. 4. ALL 120-VOLT, SINGLE PHASE, 15- AND 20-AMPERE BRANCH CIRCUITS SUPPLYING OUTLETS INSTALLED IN DWELLING UNIT IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, SUN ROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC-FAULT CIRCUIT INTERRUPTER COMBINATION TYPE INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. C.E.C.210.12 B. 5. ALL RECESSED LUMINARIES IN INSULATED CEILINGS, INCANDESCENT OR FLUORESCENT SHALL BE AIRTIGHT (A.T.) AND FOR INSULATION COVER (I.C.) 6. ALL 125-VOLT, 15- AND 20-AMPERE OUTLETS SHALL BE LISTED TAMPER-RESISTANT PER C.E.C. 406.11 AND 210.52. 7. 2022 CALGREEN WATER EFFICIENCY AND CONSERVATION REQUIREMENTS: A.SHOWERHEADS SHALL HAVE A MAXIMUM FLOW RATE OF NOT MORE THAN 1.8 G.P.M. AT 80 PSI. B.THE MAXIMUM FLOW RATE OF RESIDENTIAL LAVATORY FAUCETS SHALL NOT EXCEED 1.2 G.P.M. AT 60 PSI. C.THE MAXIMUM FLOW RATE OF KITCHEN FAUCETS SHALL NOT EXCEED 1.8 G.P.M.AT 60 PSI. D.THE EFFECTIVE FLUSH VOLUME OF ALL WATER CLOSETS SHALL NOT EXCEED 1.28 GAL./FLUSH. 8. REQUIRED GREAT ROOM, BONUS ROOM, OR OTHER LOCATION FOR POSSIBLE HOME THEATER INSTALLATION SHALL BE SUPPLIED BY A SEPARATE 20 AMP CIRCUIT AND SHALL NOT INCLUDE ANY OTHER LIGHTS, FANS, OR ANY OTHER UN- RELATED RECEPTACLES. 9. PROVIDE (5) rg6 AND (1) GROUND TO WEATHERPROOF EMT BOX AT CHIMNEY OR EVE FROM C DE FOR SATELLITE AND/OR ANTENNAE PREWIRE IN ADDITION PROVIDE (2) MINIMUM 1" OD CONCUITS FROM CDE TO NEAREST ATTIC ACCESS, 10. LOW VOLTAGE CONTRACTOR TO PROVIDE A cat5e WIRE TO ALL THERMOSTATS, DOORBELL PUSH BUTTON LOCATIONS, AND ELECTRIC METERS, SEE SWSMS SECTION 15. 11, ALL INSTALLATION OF LOW VOLTAGE WIRING AND SYSTEM MUST COMPLY WITH THE CURRENT VERSION OF THE MASTER BUILDERS STRUCTURED WIRING SYSTEMS MINIMUM SPECIFICATIONS. 12. WHEN ONE OR MORE SMOKE ALARMS ARE REQUIRED THE ALARMS WILL ACTIVATE ALL THE A LARMS IN THE INDIVIDUAL UNIT. 13. SMOKE ALARMS SHALL BE IN ACCORDANCE WITH UL 217. SYSTEMS AND COMPONENTS SHALL BE CALIFORNIA STATE FIRE MARSHALL LISTED. 14. WHEN ONE OR MORE C.O. ALARM IS REQUIRED TO BE INSTALLED WITHIN THE DWELLING UNIT OR WITHIN A SLEEPING UNIT THE ALARM SHALL BE INTERCONNECTED IN A MANNER THAT ACTIVATION OF ONE ALARM SHALL ACTIVE ALL THE ALARM IN THE INDIVIDUAL UNIT. 15. SINGLE-AND MULTIPLE-STATION CARBON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYING WITH THE REQUIREMENTS OF UL 2034, CARBON MONOXIDE DETECTORS SHALL BE LISTED AS COMPLYING WITH THE REQUIREMENTS OF UL 2075. 16. PROVIDE EXHAUST FANS IN ANY ROOM, WHICH CONTAINS A BATHTUB, OR SHOWER. FANS MUST BE ENERGY STAR COMPLIANT WITH HUMIDISTAT CONTROLS - HUMIDISTAT CONTROLS SHALL BE CAPABLE OF ADJUSTMENT BETWEEN A RELATIVE HUMIDITY RANGE OF 50% TO 80%. (4.506.1 CGBSC). 17. THE CURRENT KITCHEN EXHAUST FAN REQUIREMENT. SEE ENERGY SECTION BELOW. 18. RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS: 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. GENERAL UTILITY NOTES 1)ALL WINDOWS MUST HAVE DUAL GLASS PANE. 2)CLOTHES DRYER VENT TO OUTSIDE EXCEED THE 14FT MAXIMUM LENGTH AND THE MAXIMUM 2 90-DEGREE ELBOWS. 3) PROVIDE A MINIMUM OF 100 SQUARE INCHES FOR MAKEUP AIR IN THE DOOR AT THE DRYER CLOSET. CMC SECTION 504.3.2. 4) THE WINDOWS AT BEDROOMS SHALL BE EGRESS WINDOWS PER SECTION R310 OF THE CRC 2022. THE MINIMUM NET CLEAR OPENABLE AREA OF THE WINDOW SHALL TOTAL 5.7 SQUARE FEET WITH A MINIMUM NET CLEAR OPENABLE HEIGHT 0F 24 INCHES AND MINIMUM NET CLEAR OPENABLE WIDTH 0F 20 INCHES. THE SILL MUST 44" TO CLEAR OPENING. 5) A HOSE BIBB WITH ANTI-BACK-FLOW DEVICE IS REQUIRED AT FRONT AND REAR OF THE HOUSE. 6) THE KITCHEN VENT-A-HOOD SHALL VENT TO THE OUTSIDE OF THE BUILDING, OR PROVIDE OTHER KITCHEN EXHAUST TO COMPLY VVITH 2008 ENERGY STANDARD. 7) THE EXTERIOR LANDING FOR ALL IN-SWINGING OR SLIDING DOORS SHALL NOT BE MORE THAN 7-3/4" FROM TOP OF THRESHOLD CRC SECTION R311.3.2. 8) ALL PRESIDENTIAL BUILDING, INCLUDING NEW, ADDITIONS & ALTERATIONS, SHALL COMPLY WITH THE MANDATORY REQUIREMENTS OF 2022 CALIFORNIA GREEN BUILDING CODE (CGBC A4.602). 9) SLABS UNDER LIVING AREA AND IN GARAGE SHALL BE REINFORCED WITH WIRE MESH. 10) THE ELEVATION SHALL NOT EXCEED 1 1/2 DIFFERENCE THAN THE THRESHOLD OF THE DOOR WAY (7 3/4" IF THE DOOR DOES NOT SWING OVER THE LANDING OR STEPS) IN EACH DIRECTION. 11) EARTHQUAKE-ACTUTED GAS SHUTOFF VALVES DESIGNED TO AUTOMATICALLY SHUT OFF THE GAS AT THE LOCATION OF THE VALVE IN THE VENT OF A SEISMIC DISTURBANCE AND CERTIFIED BY THE STATED ARCHITECT AS CONFORMING TO CALIFORNIA CODE OF REGULATIONS, TITLE 24, PART 12, CHAPTER 12-16-1. 12) ALL DOORS & WINDOWS SHALL MEET CITY SECURITY ORDINANCE. 13) ATTIC ACCESS A MINIMUM OF 22"X30" NOT OVER 20' FROM THE EQUIPMENT. 14) UNOBSTRUCTED PASSAGEWAY 24" WIDE X 30" HIGH WITH SOLID CONTINUOUS FLOORING FROM THE ACCESS TO THE EQUIPMENT/CONTROL PANEL. THE PASSAGEWAY SHALL BE AT LEAST AS LARGE AS THE LARGEST COMPONENT OF THE APPLIANCE. 15) A LEVEL, UNOBSTRUCTED WORK PLATFORM NOT LESS THAN 30" SQUARE IN FRONT OF THE EQUIPMENT WITH 30" HEADROOM. [§304 CMC] 16) A 120V RECEPTACLE AND ALIGHT NEAR THE EQUIPMENT. THE LIGHT SAITCF1 SHALL BE LOCATED AT THE ATTIC ACCESS 17) SHOWERS AND WALLS ABOVE BATHTUBS WITH SHOWER HEADS SHALL BE FINISHED WITH A NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6FT ABOVE THE FLOOR [§307.2 CRC] 18) TANKLESS WATER HEATERS SHALL BE NATIONALLY LISTED AND BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION INSTRUCTIONS THAT WERE APPROVED AS PART OF THEIR LISTING. 19) THE GAS PIPING SERVING THIS APPLIANCE MUST BE SIZED IN COMPLIANCE WITH THE WATER HEATER'S LISTED INSTALLATION INSTRUCTIONS AND THE 2022 CALIFORNIA PLUMBING CODE [§R504.3.1 CRC] GENERAL NOTES ENERGY STORAGE SYSTEMS (ESS) READY. ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS AND NEWLY CONSTRUCTED ADU SHALL MEET THE FOLLOWING. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE: 1. 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 SECTION 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." 2.A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. 3.THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPS. 4.SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE. FIGURE 1: EXAMPLE OF AN ESS-READY INTERCONNECTION WITH MINIMUM BACKUP OF 60 AMPS WITH FOUR BRANCHING CIRCUITS. FIGURE 2: EXAMPLE OF AN ESS-READY INTERCONNECTION WITH DEDICATED RACEWAY TO A SUBPANEL. ENERGY STORAGE SYSTEMS NOTES MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 ELECTRICAL ADU FLOOR PLAN A1.3 SL 5040 SL 5040 BEDROOM BEDROOM FF 2' TOP OF ROOF +16'4" FC +13' GRADE ±0' 11 ' 3' - 4 " 16 ' - 4 " 2' 12 4 122 (E)NORTH ELEVATION SCALE : 1/4" = 1' FLAT ROOF STUCCO REFERENCE ONLY NOT WITHIN SCOPE OF WORK (E) ELEC. PANEL ELECTRIC METER LIGHT (E)COMP. SHINGLE ROOF SIERRA GRAY COLOR ADU SHINGLES SHOULD MATCH THE STREET-FACING SHINGLES. SL 5040 SL 3020 12 4 12 3 12 2 FF 2' TOP OF ROOF +16'4" FC +13' GRADE ±0' 11 ' 3' - 4 " 16 ' - 4 " 2' BEDROOMLIVINGBATHOVEREDATIO (E)EAST ELEVATION SCALE : 1/4" = 1' COMP. SHINGLE ROOF FLAT ROOF COMP. SHINGLE ROOF COMP. SHINGLE ROOF STUCCO REFERENCE ONLY NOT WITHIN SCOPE OF WORK (E) GAS METER LIGHT STUCCO ENCLOSURE 12 2 (N)COMP. SHINGLE ROOF TO MATCH EXISTING SL 5040 12 4 12 3 12 2 BEDROOM OVEREDATIODININGBEDROOM (E)WEST ELEVATION SCALE : 1/4" = 1' COMP. SHINGLE ROOFFLAT ROOF COMP. SHINGLE ROOF COMP. SHINGLE ROOF STUCCO REFERENCE ONLY NOT WITHIN SCOPE OF WORK FF 2' TOP OF ROOF +16'4" FC +13' GRADE ±0' 11 ' 3' - 4 " 16 ' - 4 " 2' SL 5040 STUCCO ENCLOSURE WH 12 2 (N)COMP. SHINGLE ROOF TO MATCH EXISTING SL 3020 12 4 OVEREDATIO BATH (E)SOUTH ELEVATION SCALE : 1/4" = 1' COMP. SHINGLE ROOFFLAT ROOF STUCCO REFERENCE ONLY NOT WITHIN SCOPE OF WORK FF 2' TOP OF ROOF +16'4" FC +13' GRADE ±0' 11 ' 3' - 4 " 16 ' - 4 " 2' STUCCO ENCLOSURE WH (N)COMP. SHINGLE ROOF TO MATCH EXISTING MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 EXISTING ELEVATIONS A2.1 (N)M.BEDROOM (N)PORCH (N)BEDROOM 12 4 (N)NORTH ELEVATION (UNIT 2) SCALE : 1/4" = 1' (N)COMP. SHINGLE ROOF SIERRA GRAY COLOR TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD STUCCO INSTALL WEEP SCREED BELOW THE FOUNDATION PLATE LINE PER CRC 703.6.2.1 WEEP SCREED SHALL BE MIN. 2" ABOVE PAVED AREAS OR 4" ABOVE EARTH (TYP.) 78" THICK MIN. (3 COAT STUCCO) O/ METAL LATH 2 LAYERS OF GRADE "D" PAPER 12" OSB OR CDX PLYWOOD W/ 8d NAILS 6" @ EDGES AND 12" @ FIELD 2X4 STUDS @ 16" O.C. R15 BATT INSULATION AND 12" SHEETROCK (TYP.) FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " (N)SL 4040 (N)SL 4040 (N)LIVING RIDGE HEIGHT +12'7" STUCCO TO MATCH EXISTING DWELLING 7' ND O H E A D E R H E H T (R-15 INSULATION AND 5/8" TYPE 'X' GYPSUM BOARD ON THE INSIDE WHERE FIRE-RATED WALLS ARE REQUIRED). (N)EAST ELEVATION (UNIT 2) SCALE : 1/4" = 1' (N)COMP. SHINGLE ROOF TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD 12 4 STUCCO (N)M.BEDROOM (N)LIVING (N)PORCH FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " (N)SL 4040 RIDGE HEIGHT +12'7" (N) ELEC. PANEL (N) GAS METER STUCCO TO MATCH EXISTING DWELLING STUCCO RIDGE HEIGHT +11'7" ELECTRIC METER7' ND O H E A D E R H E H T (N)WEST ELEVATION (UNIT 2) SCALE : 1/4" = 1' (N)COMP. SHINGLE ROOF TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD 12 4 STUCCO (N)BEDROOM(N)BEDROOM (N)BATH WALL OPENING CALCULATIONS: WALL AREA = 27'x9' = 243 S.F. OPENING AREA = 5x4+3x2+5x4 = 46 S.F. % OPENING = 46243x100% = 18.9% < 25% ALLOWABLE (N)PORCH FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " (N)SL 5040 (N)SL 5040 (N)SL 3020 TEMP. GL. STUCCO TO MATCH EXISTING DWELLING RIDGE HEIGHT +11'7" 7' ND O H E A D E R H E H T (N)BEDROOM (N)M.BEDROOM(N)KITCHEN (N)BATH (N)SOUTH ELEVATION (UNIT 2) SCALE : 1/4" = 1' (N)COMP. SHINGLE ROOF TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD STUCCO WALL OPENING CALCULATIONS: WALL AREA = 45'x9' = 405 S.F. OPENING AREA = 2.7x7+3x3+3x2+5x4 = 53.9 S.F. % OPENING = 53.9405x100% = 13.3% < 25% ALLOWABLE FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " (N)SL 3020 TEMP. GL.(N)SL 3030 (N)SL 5040 (N)D 2870 RIDGE HEIGHT +12'7" STUCCO TO MATCH EXISTING DWELLING 7' ND O H E A D E R H E H T ADDRESS NUMBER NOTES HOOCATONOTHEADDRENMBERONTEPANADDRE NMBERHABEEBEANDPACEDNAPOTONTHAT BEROMTHETREETOROADRONTNTHEPROPERT. ADDRENMBERHABEARABCNMBERORAPHABETCA ETTER. NMBERHANOTBEPEEDOT. EACHCHARACTERHABENOTETHANNCHENHHTH ATROETHONOTETHANNCH EXTERIOR FINISHES NOTES AEPOEDPOODTOBEETERORRADE. AEPOEDOODTRMPOODHTTERPOTANDCORBE TOBEREAN ANDHABEPRMEDONADEPRORTO NTAATONAEMB. AEPOEDPOTTOBEAMHARDARETOHAEHDDENNTAATON ORTRCTRAAPPROEDORNAMENTACONNECTORMTHA TETREDBACPODERCOATNH.ETERORPATERORADED PAPEROERAOODBAEHEATHN .ETATEEAEROONTE .NAN .NDOTRM .ETERORPATEROERPAPERBACEDTH REMEH. .ETERORPATEROTOEREPANDED METAATH. .DECORATEETERORHT .REDOODDNEEETEROR. .ETERORTONEENEEREEETEROR. .BERAENTRDOOR. .OODECTONAARAEDOOR .COMP.HNEROO. .OODENETEROROER. .HHTDENTOAMTRMEEEE.ORDETA ORACTAE .HHTDENTOAMTHEEEEATONOR DETAORACTAE .EPOEDHARDETRMTREEEEATONOR DETAORACTAE. .BTPCREDPOODTRMORM.D.O. BOARD. .EDHTTEREEEEATONORE. .POTHEEEDETA. .PRODE..PAHNATAEPOEDOOD TRM. .CONTNO..ETERORPATERCREEDEE DETA. ...AHNROOTOA. ...AHNANDADDECRCET. .APPROEDTERMNATONCAPTHPAR ARRETERROM REPPACEMANACTRER. .NEONTERORCENORNTERORA. .THNETMAONRENEER. .HTEDADDREN. .HAPEDOAMCORBEEEDETA. .HARPEOODCORBEEEDETA. .OODPOT().EEPANORE. .EPOEDOODBEAM. .MANACTREDCOMN .PRECATCONCRETECOMPONENTRM.EE DETA. .DECORATED .NEEPOT.AETEENTEEEEATON OROCATON. .OODRANEEDETA. .DECORATEMATERAEEDETA. .ETERORPATERRECEEEEEATONOR OCATON. DEPTHANDEONHEDOPENN. ...CREENEDANDOEREDABEENDENT EEEEATON ORENTEANDOCATONEERERED ATTCENTATON CHARTORMORENORMATON ...CREENEDROOARENT.EERERED ATTCENTATON CHARTORMORENORMATON. .DECORATE(AE)ENTOEREDBOARD EEEE.OR EANDOCATON. ...TTERANDDONPOTTTERAOT ANDDONPOT OCATONTOBEEDERED. .NTHETCTONEENEERBEDORADO NERER. .MAONRENEER.EEABNTERACEPAN( ORETENTO TOEOOTNEEABNTERACEPAN). .NEOANCOT.EEEEATONOR HEHT. .NEOANCOTRRN.EEEEATONOR HEHT.EEAB NTERACEPANORMORENORMATON. ...REETORCOORCOATCHANE. .MECHANCATBACCEPANECORROON RETANTER EANDOCATON.PANTTOMATCHTCCO COOR. .REPEATDETAATOPPOTEDEOOPENN. .DECORATETEEEDETA. .EPOECORBEOODNHETEROR ELEVATION/ROOF NOTES MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 PROPOSED ELEVATIONS A2.2 (N)COMP. SHINGLE ROOF TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD 12 4 (N) CEILING (N)PORCH (N)R-30 INS. (TYP.) (N)R.J. (N)C.J. (N) 4" CONCRETE SLAB (N)R-15 WALL (TYP.) (N)KITCHEN (N)LIVING (N)BEDROOM (N)M.BEDROOM(N)KITCHEN(N)C.L. (N)COMP. SHINGLE ROOF TO MATCH THE SHINGLES ON THE FRONT PORTION OF SFD (N) CEILING (N) 4" CONCRETE SLAB (N)R-15 WALL (TYP.) (N)R-30 INS. (TYP.) (N)R.J. (N)C.J. SECTION B-B (UNIT 2) SCALE : 1/4" = 1' SECTION A-A (UNIT 2) SCALE : 1/4" = 1' FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " FF +8" TOP OF ROOF +14'8" FC +9'8" GRADE ±0' 8" 9' 5' 14 ' - 8 " (N)W/D (N)BATH (N)R-15 INS. (TYP.)(N)R-15 INS. (TYP.) EXTERIOR SIDE: BASE LAYER 5/8" PROPRIETARY TYPE X GYPSUM SHEATHING APPLIED PARALLEL TO 2 X 4 WOOD STUDS 16" O.C. WITH 1 3/4" GALVANIZED ROOFING NAILS 4" O.C. AT VERTICAL JOINTS AND 7" O.C. AT INTERMEDIATE STUDS AND TOP AND BOTTOM PLATES. JOINTS OF GYPSUM SHEATHING MAY BE LEFT UNTREATED. FACE LAYER 1/4" PROPRIETARY FIBER-CEMENT SIDING FASTENED THROUGH SHEATHING TO STUDS. 31/2" UNFACED GLASS FIBER FRICTION FIT IN STUD SPACE. INTERIOR SIDE: ONE LAYER 5/8" PROPRIETARY TYPE X GYPSUM WALLBOARD, WATER-RESISTANT GYPSUM BACKING BOARD, OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO STUDS WITH 6D COATED NAILS, 1 78" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. (LOAD BEARING) PROPRIETARY GYPSUM BOARD BPB AMERICA INC. - 5/8" PROROCTM TYPE X GYPSUM PANELS - 5/8" PROROCTM TYPE X GYPSUM SHEATHING LAFARGE NORTH AMERICA INC. - 5/8" FIRECHECKR NATIONAL GYPSUM COMPANY - 5/8" GOLD BONDR BRAND FIRE-SHIELDR GYPSUM WALLBOARD - 5/8" GOLD BONDR BRAND FIRE-SHIELDR GYPSUM SHEATHING PABCO GYPSUM - 5/8" FLAME CURBR TYPE X TEMPLE-INLAND FOREST PRODUCTS CORPORATION - 5/8" TYPE TG-C THICKNESS: 5 1/8" APPROX. WEIGHT: 9 PSF FIRE TEST: SEE WP 3510 (UL R3501-47, -48, 9-17-65, UL DESIGN U309) 1 HOUR FIRE 1. 1 HOUR FIRE RATED EXTERIOR WALL DETAIL 5/16" MINIMUM COMBUSTIBLE MATERIAL OVER 5/8" TYPE X GYPSUM BOARD 2x FRAMING @ 24" O/C MAX. METAL DRIP EDGE GYPSUM BOARD 1 LAYER OF 5/8" TYPE X 1 LAYERS OF 5/8" TYPE X GYPSUM BOARD 2x BLOCKING W/O VENT SEE ONE HR FIRE RATED EXTERIOR WALL DETAIL 2. 1 HOUR FIRE RATED EAVE DETAIL NOTE: ALL JOINTS MUST BE TIGHT FITTING AND CAULKED 3. 1HR FIRE RATED GABLE TRIM USE EITHER EXTERIOR FIRE-X RETARDANT TREATED LUMBER, CA SFM LISTING 2520-1701:100, OR FRX FIRE RETARDANT TREATED WOOD, ESR-1159. ALL FIRE RETARDANT TREATED LUMBER SHALL NOT TO BE LEFT UNFINISHED. FIRE RETARDANT LUMBER: GALBE END WALL STUDS 3/4" PLYWOOD SHEATHING W/10d@4" ALL EDGES 10d@8" IN FIELD WALL SHEATHING 2X BLCKG @10'-0" 2X RAFTER 2x FIRE RETARDANT PRESSURE TREATED LUMBER FASCIA 1/4" NON-COMBUSTIBLE CEMENTITIOUS OVER 5/8" TYPE X GYP BOARD SCALE : NTS MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 PROPOSED SECTIONS A2.3 VERTICAL (2022 CBC) ROOF RAFTER: DL= 15 PSF ROOF RAFTER: LL= 20 PSF FLOOR: DL= 15 PSF FLOOR: LL= 40 PSF EXT. WALL: DL= 15 PLF INT. WALL: DL= 10 PLF ROOF TRUSS: DL= 20 PSF ROOF TRUSS: LL= 20 PSF SEISMIC (EQV. LATERAL FORCE PROCEDURE) SEISMIC DESIGN CAT.: "D" LFRS TYPE = BEARING WALL R= 6.5 S(s)=1.297 SITE CLASSIFICATION: "D_Default" RISK FACTOR: II C(sx) = C(sy)=0.16 S(ms)=1.556 S(1)=0.462 S(m1)=0.849 Rho = 1.3 S(ds)=1.038 S(d1)=0.566 WIND (ASCE 7-16, METHOD 2) ALLOWABLE STRESS DESIGN WIND EXPOSURE = C RISK FACTOR = 1.00 INT. PRESSURE COEFF. = 0.18 CEILING JOIST: DL= 8 PSF CEILING JOIST: LL= 8 PSF 1500 Psf Soil bearing: DESIGN LOADS INDEX: DECK: DL= 15 PSF DECK: LL= 60 PSF NOTES: ALL FASTENERS FOR PRESSURE PRESERVATIVE-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. NAILING SCHEDULE NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING, FACE NAIL...........................................3-8d 21. 1" X 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL..................................................3-8d 20. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL....................................................................2-8d 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL.............................................................3-16d 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL...........................................................3-16d 16. CONTINUOUS HEADER TO STUD, TOENAIL................................................................................4-8d 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL............................................................2-16d 11. BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOENAIL......................................3-8d SOLE PLATE TO JOIST, AT BRACED WALL PANEL.......................................(3) 16d (BOX) PER 16" 6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL.......................................16d (BOX) AT 16" O.C. 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL.................................................2-16d 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST, FACE NAIL..................................................3-8d 3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL.........................................................2-8d 2. BRIDGING TO JOIST, TOENAIL EACH END..................................................................................2-8d 25. 2" PLANKS....................................................................................................2-16d AT EACH BEARING 23. BUILT-UP CORNER STUDS.........................................................................................16d AT 24" O.C. 15. CEILING JOISTS TO PLATE, TOENAIL...........................................................................................3-8d 24. BUILT-UP GIRDER AND BEAMS....................................................................20d AT 32" O.C. AT TOP 19. RAFTER TO PLATE, TOENAIL........................................................................................................3-8d 9. DOUBLE STUDS, FACE NAIL............................................................................16d (BOX) AT 24" O.C. 8. STUD TO SOLE PLATE............................................................................................4-8d, TOENAIL OR CONNECTION 14. CONTINUOUS HEADER, TWO PIECES.......................................................................16d AT 16" O.C. 12. RIM JOIST TO TOP PLATE, TOE NAIL.............................................................................8d AT 6" O.C. 10. DOUBLED TOP PLATES, FACE NAIL................................................................16d (BOX) AT 16" O.C. 1. JOIST TO SILL OR GIRDER, TOENAIL...........................................................................................3-8d DOUBLE TOP PLATES, LAP SPLIC..............................................................................................8-16d 7. TOP PLATE TO STUD, END NAIL.................................................................................................2-16d ALONG EACH EDGE 2-20d AT ENDS AND AT EACH SPLICE AND BOTTOM AND STAGGERED NAILING 3X SOLE: 2-20d (BOX) 2X SOLE: 2-16d PER TABLE 2304.10.1 OF CBC 2022. 1. S-0 : GENERAL NOTES & STRUCTURAL SPECS. 2. S-1 : PROPOSED FOUNDATION PLAN & FOUNDATION NOTES 3. S-2 : PROPOSED FLOOR FRAMING PLAN & FRAMING NOTES 4. S-3 : STRUCTURAL DETAILS. 5. S-4 : STRUCTURAL DETAILS. GENERAL INFORMATION ROOF FRAMING 1. DESIGN TO CONFORM TO THE 2022 CBC CALIFORNIA BUILDING CODE, CRC, CMC, CPC, CEC, AND 2022 CALIFORNIA GREEN BUILDING STANDARDS. 2. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF CONSTRUCTION. SHOULD A DISCREPANCY EXIST, NOTIFY THE PROJECT ENGINNER (OR THE ENGINEER OF RECORD) IMMEDIATELY. 3. IN ALL CASES, NOTED DIMENSIONS SHALL SUPERSEDE SCALED DIMENSIONS. 4. PROJECT ENGINEERING ASSUMES NO RESPONSIBILITY FOR ANY CHANGES, ERRORS, OMISSIONS, OR DEVIATIONS BY THE OWNER OR CONTRACTOR, EITHER INTENTIONAL OR ACCIDENTAL. 5. THIS BUILDING SHALL CONFORM TO THE REQUIREMENTS OF TITLE-24 OF THE CALIFORNIA ADMINISTRATIVE CODE AND COMPLY WITH REGULATIONS AS SET FORTH BY THE ENERGY COMMISSION. SEE A COMPANYING COMPLIANCE DOC. 6. U.O.N DENOTES UNLESS OTHERWISE NOTED. 7. THE RETAINING WALL AND FOUNDATION DESIGN IS ONE WHICH IS BASED UPON STABLE, DRY, NON-EXPANSIVE / NON-FILL TYPE MATERIAL. ANY CONDITION WHICH DEVIATES FROM THIS, BY OBSERVATION, THE CONTRACTOR SHALL REQUIRE THAT THE SOIL BE EVALUATED FOR SOIL STRENGTH, INCLUDING THE EFFECTS OF MOISTURE VARIATION, SOIL BEARING CAPACITY, COMPRESSIBILITY, LIQUEFACTION AND EXPANSIVENESS. 8. HARDWARES WHEN IN CONTACT WITH PRESSURE-TREATED OR FIRE-RETARDANT TREATED WOOD; ANCHORS AND FASTENERS USING HOT-DIPPED ZINC COATED GALVANIZED, STAINLESS STEEL, SILICONE BRONZE OR COPPER METAL OR COATING ARE RECOMMENDED BY IBC SECTION 2304.9.5 AND/OR AS RECOMMENDED BY TREATED WOOD MANUFACTURED. GENERAL STRUCTURAL 1. HORIZONTAL FRAMING SHALL BE DOUG. FIR #2 OR BETTER UNLESS OTHERWISE NOTED (U.O.N.) 2. ALL POST SHALL BE DOUG. FIR #1 U.O.N. 3. 6x BEAM AND LARGER SHALL BE DOUG. FIR #1 UNLESS OTHERWISE NOTED. 4. SIMPLE SPAN GLU-LAM BEAMS SHALL BE 24F-V4 DF/DF. 5. CANTILEVERED GLU-LAM BEAMS SHALL BE 24F-V8 DF/DF 6. HARDWARE IS TO BE 'SIMPSON STRONG-TIE" OR EQUAL. 7. HEADERS ARE TO BE 4 x 12 DF #2 FOR 2x4 FRAMED WALLS AND 6x12 DF #1 FOR 2x6 FRAMED WALLS UNLESS OTHERWISE NOTED. SUPPORT EACH HEADER WITH DOUBLE TRIMMER STUDS WHERE OPENINGS ARE 6'-0" WIDE OR WIDER. 8. PROVIDE FULL BEARING SUPPORT FOR ALL BEAMS i.e. 4x BEAMS ARE TO BE SUPPORTED BY 2-2x OR 4x POSTS i.e. 6x AND 8x BEAMS ARE TO BE SUPPORTED BY 6x AND 8x POSTS RESPECTIVELY. 9. PROVIDE POSITIVE TYPE POST BEAM CONNECTION i.e. CC, BC, AC, PC, L, T etc. 10.WHERE MULTIPLE 2x JOISTS ARE STITCHED TOGETHER FOR 2 OR 3 - USE (2) 16d's AT 12" o.c. FOR 4 OR MORE USE (2) ½" DIA. THROUGH BOLTS WITH WASHER AT 24" o.c. 11.MINIMUM NAILING (FASTENER SCHEDULE) REQUIREMENTS SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. 12.JOINTS IN DOUBLE TOP PLATES OF STUD BEARING WALLS SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. 13.ALL TOP PLATE SPLICES OF STUD WALLS SHALL BE A MINIMUM OF 48" LONG WITH (8) 16d's EACH SIDE OF EACH SPLICE. ALL INTERSECTING WALLS NOT AT 90 DEGREES WITH RESPECT TO EACH OTHER SHALL BE STRAPPED TOGETHER WITH “SIMP" ST22 STRAPS U.O.N. ALL STRAPS ARE TO BE CENTERED ON SPLICE. 14.ALL MEMBERS SHALL BE FRAMED, ANCHORED, TIED AND BRACED SO AS TO DEVELOP THE STRENGTH AND RIGIDITY NECESSARY FOR THE PURPOSES FOR WHICH THEY ARE USED. 15.FOUNDATION CRIPPLE STUDS SHALL BE 2x6 DF AT 16" o.c. WITH A MINIMUM LENGTH OF 14" SHALL BE SHEATHED WITH PLYWOOD OR SOLID BLOCKED. 16.NOTCHNG OF EXTERIOR BEARING, NON-BEARING STUD WALLS AND TOP PLATES SHALL BE NO MORE THAN 25% OF STUD / PLATE WIDTH. BORED HOLES IN STUDS AND TOP PLATES SHALL BE NO MORE THAN 40% OF THE STUD WIDTH IN BEARING WALLS AND 60% IN NON-BEARING WALLS. 17.FIRE BLOCK STUD WALLS AND PARTITIONS (INCLUDING FURED SPACES) AT FLOOR, CEILING, SOFFIT, AND AT MID-HEIGHT OF WALLS OVER 10 FEET IN HEIGHT. 18.MINIMUM CLEARANCE BETWEEN BOTTOM OF FLOOR JOIST AND THE GROUND SURFACE SHALL BE 18" MINIMUM. MINIMUM CLEARANCE FOR GIRDERS TO GROUND SURFACE SHALL BE 12" MINIMUM. 19.BEARING AND EXTERIOR WALL STUDS TO BE CAPPED WITH DOUBLE TOP PLATE INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS WITH OTHER PARTITIONS. END JOINTS IN DOUBLE TOP PLATES SHALL BE OFFSET AT LEAST 48". 20. 21. 22. 23. PROVIDE BLOCKING BETWEEN ALL FLOOR JOISTS, TRUSSES, AND RAFTERS AT ALL BEARING WALLS, GIRDERS, HEADERS, AND BEAMS. ALL STRUCTURAL LUMBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT THE TIME OF FABRICATION OR CONSTRUCTION. GLU-LAMINATED BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTORS PER CBC 1704.6. ALL FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH CBC 1703. 24. DEFERRED SUBMITTALS, INCLUDING ROOF TRUSS CALCULATIONS WHERE OCCURS, SHALL BE SUBMITTED TO DESIGN / PROJECT ENGINEER FOR REVIEW PRIOR TO START CONSTRUCTION. 25. PSL - DENOTES 2.0E DF PARALLAM AS MANUFACTURED BY “TRUS- JOIST" CORP. LVL - DENOTES 1.8E DF MICRO-LAM AS MANUFACTURED BY “TRUS-JOIST" CORP. 26. PROVIDE SQUASH BLOCKS IN CAVITY UNDER POSTS SUPPORTING BEAMS ABOVE. MATCH POSTS WIDTH IN FLOOR CAVITY AND PROVIDE THE SAME SIZE AND TYPE OF POSTS (AS POST ABOVE) DOWN TO FOUNDATION. 1. ROOF SHEATHING: ½" STANDARD (5-PLY), CDX, PLYWOOD, APA #32/16 MIN. NAILED TO FRAMING WITH 8d NAILS AT 6" o.c. EDGES AND BOUNDARY NAILING (E.N.) AND 12"o.c. FIELD NAILING (F.N.) UNLESS OTHERWISE NOTED. STAGGER ALL END JOINTS AND RUN PLYWOOD PERPENDICULAR TO THE DIRECTION OF THE FRIAMING WITH PANEL CLIPS AT ALL PLYWOOD EDGES. 2. SYMBOL INDICATES ROOF SUPPORT. USE 2-2x4 ROOF BRACES WHERE BRACE LENGTH IS LESS THAN 72". USE 2-2x6 ROOF BRACES WHERE BRACES LENGTH EXCEED 72" 3. TRUSS DESIGN BY TRUSS MANUFACTURER (WHERE APPLICABLE). NOTE: TJI, MICRO-LAM, AND PARALLAM ARE TRADE MARK NAMES OF “TRUS-JOIST" CORP. 4. PROVIDE EDGE NAILING TO ALL BLOCKING OR RIM JOISTS. CONNECT ALL BLOCKING OR RIM JOISTS WHICH OCCUR IN SHEAR WALL LINES, TO TOP PLATES WITH “SIMPSON STRONG-TIE" A35 FRAMING CLIPS AT 48" o.c. UNLESS OTHERWISE NOTED. 5. PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, SHEAR WALLS, BEAMS, AND HEADERS. 6. NO PLYWOOD SHALL BE LESS THAN 12" IN ITS LEAST DIMENSION. 7. USE 5/8" THICK GYPSUM BOARD (SHEET ROCK) WHERE WOOD FRAMING IS SPACED AT 24" o.c. ATTACHED TO FRAMING WITH GYP. BOARD SCREWS AT 10" o.c. MAX. SCREWS SHALL BE LONG ENOUGH TO PENETRATE INTO THE WOOD FRAMING A MINIMUM OF ¾". STAGGER ALL END JOINTS AND RUN THE GYP. BOARD PERPENDICULAR TO THE DIRECTION OF THE FRAMING. 8. PROVIDE FREE VENTILATING AREA NOT LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED PER CODE. 9. LEAVE 1/8" SPACE AT ALL PANEL EDGE AND END JOINTS, UNLESS OTHERWISE RECOMMENDED BY MANUFACTURER. 10.COVER SHEATHING AS SOON AS POSSIBLE WITH ROOFING FELT FOR EXTRA PROTECTION AGAINST EXCESSIVE MOISTURE PRIOR TO ROOFING APPLICATION. 11.PROVIDE PANEL CLIP OR TONGUE AND GROOVE EDGES IF REQUIRED. FOUNDATION 1. FOUNDATIONS ARE TO BE DESIGNED FOR A 1500 POUNDS PER SQUARE FOOT ALLOW SOIL BEARING PRESSURE UNLESS OTHERWISE NOTED. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS TO BE 2500 psi (5 SACKS OF CEMENT PER CUBIC YARD, 4" MAXIMUM SLUMP, ¾" MAXIMUM AGGREGATE SIZE.) 3. ALL CEMENT USED SHALL CONFORM TO ASTM C-150. 4. REINF. STEEL TO CONFORM TO ASTM A615-40 GRADE 40 MINIMUM. 5. HORIZONTAL OR VERTICAL REINFORCEMENT NOTED “CONT." SHALL HAVE A MINIMUM SPICE EQUAL TO 30 BAR DIAMETERS IN CONCRETE. 6. STAGGER ALL ADJACENT REINFORCEMENT SPLICES 48" MINIMUM 7. NO. 5 OR LARGER REINFORCEMENT STEEL SHALL NOT BE REBENT. 8. USE 4" CONC. SLAB WITH 6 x 6 - #10 / #10 W.W.M. OVER 2" OF CLEAN DAMP SAND OVER 6 MIL VAPOR BARRIER OVER 4" CRUSHED ROCK OVER COMPACTED SPACES. USE SUBGRADE 4" AT CONCRETE LIVING SLAB WITH 6 x 6 - #10 / #10 W.W.M. OVER 4" CRUSHED ROCK OVER COMPACTED SUBGRADE OF OTHER SLAB AREAS. INSTALL SLAB REINFORCEMENT AT CENTER LINE OF CROSS SECTIONAL AREA OF SLAB - TYPICAL. 9. CONTINUOUS CONCRETE FOOTING SHALL BE 1'-3" WIDE BY 2'-6" MINIMUM BELOW NATURAL GRADE. REINF. WITH (1) #4 HORIZONTAL BAR AND AT 4" CLEAR FROM TOP WITH (1) #4 HORIZ. AT BAR AND AT 3" CLEAR FROM EARTH UNLESS OTHERWISE NOTED. PROVIDE #4 VERTICAL REINFORCEMENT BARS AT 16"o.c. WHEN STEM WALL HEIGHT EXCEEDS 36", MEASURED FROM TOP OF FOOTING, OR WHERE CONSTRUCTION JOINTS OCCUR. 10.FOUNDATION SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH A 5/8" DIA. x 10" ANCHOR BOLTS UNLESS OTHERWISE. BOLTS SHALL BE EMBEDDED 7" INTO REINFORCED CONCRETE OR MASONRY AND SHALL BE SPACED NOT MORE THAN 6 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. FLOOR FRAMING 1. FLOOR SHEATHING: ¾" STANDARD T&G PLYWWOOD , APA #48/24 MIN. GLUE AND NAILED TO FRAMING WITH 8d NAILS AT 6" o.c. EDGE AND BOUNDARY NAILING (E.N.) AND 10" o.c. FIELD NAILING (F.N.) UNLESS OTHERWISE NOTED. STAGGER ALL END JOINTS AND RUN PLYWOOD PERPENDICULAR TO THE DIRECTION OF THE FRAMING. (NOTE: 8d RING SHANKS ARE RECOMMENDED IN LIEU OF 8d NAILS.) 2. TRUSS DESIGN BY TRUSS MANUFACTURER (WHERE APPLICABLE). NOTE: TJI, MICRO-LAM, AND PARALLAM ARE TRADE MARK NAMES OF “TRUS-JOIST" CORP. 3. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITION WALLS. 4. PROVIDE EDGE NAILING TO ALL BLOCKING OR RIM JOISTS. CONNECT ALL BLOCKING OR RIM JOISTS WHICH OCCUR IN SHEAR WALL LINES, TO TOP PLATES WITH “SIMPSON STRONG-TIE" A35 FRAMING CLIPS AT 32" o.c. UNLESS OTHERWISE NOTED. 5. PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, SHEAR WALLS, BEAMS, AND HEADERS. 6. CARRY UPPER LEVEL POSTS INTO LOWER LEVELS AND PROVIDE SOLID BLOCKING UNDER ALL POSTS IN FLOORS. 7. NO PLYWOOD SHALL BE LESS THAN 12" IN ITS LEAST DIMENSION. 8. USE 5/8" THICK GYPSUM BOARD (SHEET ROCK) WHERE WOOD FRAMING IS SPACED AT 24" o.c. ATTATCHED TO FRAMING WITH GYP. BOARD SCREWS AT 10" o.c. MAX. SCREWS SHALL BE LONG ENOUGH TO PENETRATE INTO THE WOOD FRAMING A MINIMUM OF ¾". STAGGER ALL END JOINTS AND RUN THE GYP. BOARD PERPENDICULAR TO THE DIRECTION OF THE FRAMING. SHEET METAL AND FLASHING 1. FLASH ALL EXTERIOR OPENINGS. 2. FLASH AND COUNTERFLASH ALL ROOFS TO WALL CONDITIONS. 3. G.I. FLASH AND CAULK WOOD BEAMS. OUTRIGGERS AND PROJECTIONS FROM EXTERIOR WALL AND ROOF SURFACES. WORKMANSHIP 1. CONSTRUCTION SHALL BE OF THE HIGHEST QUALITY OF WORKMANSHIP. ALL WALLS SHALL BE PLUMB AND TRUE. ALL CONNECTIONS SHALL BE MADE SECURE ACCORDING TO ACCEPTED CONSTRUCTION PRACTICES OR SPECIFIED HEREIN OR AS PER THE CURRENT UNIFORM BUILDING CODE. 11.ALL WOOD BEARING ON CONCRETE OR MASONRY, OR WITHIN FROM 6" FROM THE GROUND SURFACE, SHALL BE PRESSURE TREATED DOUG FIR. 12.SAWCUT ALL SLABS WITH 1" DEEP CRACK CONTROL JOINTS AT INTERVALS NOT TO EXCEED 30" o.c. EACH WAY. SAWCUT SHALL OCCUR 16 TO 20 HOURS AFTER POUR. 13.REMOVE ALL TREES AND PLANTS, INCLUDING ALL ROOTS, WITHIN 5' FROM FOUNDATION. 14.FINISH GRADE SHALL SLOPE AT 5% MINIMUM AWAY FROM ALL STRUCTURES FOR A MINIMUM OF 10'. 2% AT IMPERVIOUS SUFACE. 15.PROVIDE UNDER FLOOR VENTILIATION NOT LESS THAN 1/150 SQUARE FEET OF THE TOTAL UNDER FLOOR AREA. 16.PROVIDE A MINIMUM OF AN 18" X 24" FOUNDATION ACCESS TO ALL UNDER FLOOR AREAS. 17.CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33. 18.PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES OR OTHER APPROVED METHOD, BUT MAY NOT BE EMBEDED THEREIN. 19.BOTTOM OF ALL FOOTING TRENCHES SHALL BE CLEAN AND LEVEL. 20. 21. ALL ANCHOR BOLTS SHALL BE 5/8" DIA UNLESS OTHERWISE NOTED. SEISMIC DESIGN CATEGORY D, E, F: ALL ANCHOR BOLTS SHALL HAVE A MINIMUM OF A 3" X 3" X 0.229" THICK PLATE WASHER PER IBC 2305.3.11. 22. WHERE ANCHOR BOLTS HAVE NOT BEEN PROPERLY LOCATED USE SIMPSON TITEN HD BOLTS, OF THE SAME DIAMETER AS ANCHOR BOLTS,WITH 7" CONCRETE. INSTALL PER MANUFACTURE'S RECOMMENDATIONS. 23. HOLDOWN ANCHORS MUST BE TIE IN PLACE PRIOR TO FOUNDATION INSPECTION. BOLTING NOTES 1. HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. 2. HOLES FOR LAG BOLTS SHALL BE FIRST BORED TO THE SAME NOMINAL DIAMETER AND DEPTH AS THE SHANK. THE REST SHALL BE NO LARGER THAN THE ROOT OF THE THREAD. 3. LAG BOLTS SHALL SCREWED (NOT DRIVEN) INTO PLACE. 4. ALL NUTS AND BOLTS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. 5. ALL BOLTS AND LAG BOLTS SHALL BE RE-TIGHTENED UPON INSTALLATION AND RE-TIGHTEN BEFORE CLOSING IN OR AT THE COMPLETION OF THE JOB. 6. ALL BOLTS SHALL BE ASTM A-307 MINIMUM UNLESS OTHERWISE NOTED. BOLTS HALL BE NEW AND WITHOUT EXCESSIVE RUST. ALL BOLTS SHALL BE EMBEDED INTO CONCRETE 7" MIN. MIN EMBEDMENT INTO 2. SIMPSON STRONG-WALL CONCRETE TEMPLATES MUST BE USED FOR ALL SIMPSON STRONG-WALL INSTALLATIONS AND MUST BE SIMPSON STRONG WALLS ACCORDANCE WITH THE REQUIREMENTS OF THE ICC-ES 1. SIMPSON STRONG WALLS ARE SPECIFIED ON THE PLANS BY THE INSTALLED PRIOR TO FOUNDATION INSPECTIONS. MODEL SET UP. ALL INSTALLATION AND MATERIAL SHALL BE IN EVALUATION REPORT ESR-1679 (4,000 PSI FOR DRYPACK/GROUT FOR BASE PLATES) SHORING SHALL REMAIN UNDISTURBED FOR 24 HOURS FOR VERTICAL CONCRETE CURING SHALL COMPLY WITH ACI 308. FORMS AND6. MINIMUM 28-DAY ULTIMATE COMPRESSIVE STRENGTH 2,500 PSI SHALL NOT EXCEED 1/3 SLAB THICKNESS, NOR 3/4 OF THE MINIMUM TO ASTM C-33. THE NOMINAL MAXIMUM SIZE OF THE AGGREGATES AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM THE MIX DESIGN WILL ATTAIN THE REQUIRED SPECIFIED STRENGTH THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING SHALL CONFORM TO THE LATEST ADOPTED EDITION OF THE ALL CONCRETE MATERIALS, CONSTRUCTION AND WORKMANSHIP LABORATORY AND SHALL BE STAMPED AND SIGNED BY A LICENSED CLEAR SPACING BETWEEN REINFORCING BARS. LIGHTWEIGHT 5. 4. 3. 2. CONCRETE ACI 318-14 CODE AND SPECIFICATION AND APPLICABLE CALIFORNIA 1. BUILDING CODES. CIVIL OR STRUCTURAL ENGINEER. AND SHRINKAGE CHARACTERISTICS. AGGREGATE SHALL CONFORM TO ASTM C-330. SURFACES AND 10 DAYS FOR STRUCTURAL SLABS. NOTES: (1) (2) (3) (4) (5) (6) (7) (8) NOTES: (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) SHEAR WALL SCHEDULE NAIL VERTICAL EDGES OF ALL SHEETS. USE 8d HOT DIP GALV. NAILS. ALL CONTINUOUS FOOTINGS SHALL HAVE 5/8" DIA X 10" ANCHOR BOLTS AT 48" o.c. UNLESS OTHERWISE NOTED. DESIGNATES SILL BOLTING OR NAILING WHERE SHEARWALL SHEATHING MATERIAL IS APPLIED TO BOTH SIDES OF WALL. STUDS AT SHEAR WALL LINES SHALL BE SPACED AT NO MORE THAN 16" o.c. SHEAR NAILING SHALL BE DONE IN MANNER TO AVOID HORIZONTAL JOINTS SHALL OCCUR OVER FULL DEPTH 2x SOLID BLOCKING. PROVIDE SHEARWALL EDGE NAILING (AS NOTED) TO ALL POSTS WHICH HAVE HOLDOWNS AT THE TOP OR BOTTOM OF THE POST. SEE APPROPRIATE DETAILS FOR APPLICATION OF PLATE NAILING AND/OR CLIP. PROVIDE A MINIMUM OF (2) ANCHOR BOLTS PER SHEARWALL PANEL. ALL NAILS USED IN SHEARWALLS ARE TO BE COMMON NAILS: 8d COMMON NAILS TO BE 0.131 X 2-1/2" MIN 10d COMMON NAILS TO BE 0.148 X 3" MIN SILL PLATE NAILS ONLY MAY BE COMMON NAILS OR GREEN VINYL SINKERS. WHERE PLYWOOD IS ON BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6"o.c. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAING SHALL BE 3X NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. ALL ANCHOR BOLTS SHALL HAVE A MINIMUM OF A 3"x3"x0.229" THICK PLATE WASHER. WHERE THE ALLOWABLE SHEAR VALUES EXCEED 350 plf SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTING PANELS EXCEPTION: WHERE THE ALLOWABLE SHEAR IS LESS THAN 600 plf. THE SILL PLATE MAY BE 2x PROVIDED THE ANCHOR BOLT SPACING IS HALVED. HOLD DOWN SCHEDULE EDGE NAIL SHEAR WALL SHEATHING TO POSTS FASTENED TO HOLDOWNS THE MIMIMUM CONCRETE STRENGTH AT 28 DAYS TO BE 2500 PSI. HOLDOWNS TO BE INSTALLED IN ACCORDANCE W/ THE MANUF.'S INSTALLATION RECOMMENDATIONS. HOLDOWN HARDWARE SHALL BE MANUFACTURED BY "SIMPSON STRONG-TIE" CORP. OR EQUAL. PROVIDE 3" MIMIMUM COVER BENEATH ALL HOLDOWN BOLTS TO GRADE. INSTALL STANDARD NUTS, WASHERS AND COUPLERS AS REQUIRED. ALL HOLDOWNS SHALL BE SET IN PLACE BY TEMPLATE PRIOR TO FOUNDATION INSPECTION. INCREASE HOLDOWN POST SIZE TO MATCH FULL DEPTH OF STUD WALLS WHERE OCCURS. NOTES: (1) (2) (3) (4) P1.5 P2.0 P2.5 P3.0 18" X 18" 24" X 24" 30" X 30" 36" X 36" DESIGN SOIL PRESSURE = 1500 PSF THE MINIMUM CONCRETE STRENGTH AT 28 DAYS TO BE 2500 PSI. REINFORCE STEEL TO CONFORM TO ASTM A615-40 DEPTH / THICKNESS OF FOOTING INDICATES MINIMUM DEPTH OF BOTTOM FOOTING BELOW NATURAL GRADE SYMBOL WIDTH ONE STORY 18" 18" 18" 18" TWO STORY 18" 18" 18" 18" 3 - #4'S 4 - #4'S 5 - #4'S 6 - #4'S 2250 4000 6250 9000 DEPTH FOUNDATION SCHEDULE SQUARE FOOTING REINF. EACH WAY ALLOW COL. LOAD (LBS.) MODEL NUMBER (3) HDU2 HDU4 HDU5 HDU8 HDU11 MINIMUM POST SIZE (8) 2 - 2 x 4 2 - 2 x 4 2 - 2 x 4 4 x 6 4 x 4 1-5/16" 1-5/16" 1-5/16" 1-3/8" 1-3/8" SSTB16 SSTB20 SB1X30 SSTB28 SSTB24 DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPE POST MIDWALL/ CORNER (5,6,7) SSTB20 SB5/8X24 SB5/8X24 SSTB28 SB1X30 (6) SDS 1/4"x2-1/2" (10) SDS 1/4"x2-1/2" (14) SDS 1/4"x2-1/2" (20) SDS 1/4"x2-1/2" (30) SDS 1/4"x2-1/2" GARAGE CURB FASTENERSSLAB-ON GRADE STEMWALL SSTB24 SB5/8X24 PAB8 SB7/8X24 SB5/8X24 EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 2" O.C. 15/32" STRUCTURAL I EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 3" O.C. 15/32" STRUCTURAL I (1) (1) 2X 3X 3X 2X2X 6" 2X 2X 2X 2X 2" (2) ROWS 24"260 8" 6" 665 870 EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 4" O.C. 15/32" STRUCTURAL I 15/32" STRUCTURAL I SHTG. W/ 10d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. CONSTRUCTION SHEAR No. WALL SHEAR TRANSFER CENTER TO CENTER 2X 3X PLATE SILL 2X 2X 2X 2X 4" 3" MIN. AT FLOOR OR RIM BLOCKING PLATE SOLE 16d 16" 8" 340 510 SPACING A35 CAPACITY SHR WALL (plf) EDGE AND 12" O.C. FIELD. W/ 8d NAILS @ 6" O.C. 3/8" SHEATHING (1) 2 3 4 5 1 EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 4" O.C. 15/32" STRUCTURAL I 3X 2X2X SDS 9803D1/4x6 @ 4" BOTH SIDE @ 8" STAGG @3" WIND SPEED = 95 MPH EDGE NAIL SHEAR WALL SHEATHING TO POSTS FASTENED TO HOLDOWNS. MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: NE W D E T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 A 07.18.2023 PLAN CHECK S-0 STRUCTURAL SPEC. 10/1/2023 11:24:01 PM THANH NGUYEN 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com OWNER: MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 ANCHOR BOLT SCHEDULE FOR MORE INFORMATION. INDICATES SHEAR PANEL APPLIED TO ENTIRE WALL, INCLUDING ABOVE AND BELOW WALL OPENING. INSTALL AB PER SCHEDULE REQUIREMENTS. INDICATES POST AND SIMPSON HOLDOWN ANCHOR. INDICATES POST WITH COLUMN BASE TO FOUNDATION. REFER TO MANAFACTURER'S MANUAL FOR ADDITIONAL ALONG FULL LENGTH OF WALL. AND LENGTH OF PANEL. REFER TO SHEAR WALL SCHEDULE AND SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION FOUNDATION LEGEND 4. 3. 4x4 CBS 4X4 HDU 8 2. 1. TOTAL NUMBER OF ANCHOR BOLTS.5. INDICATES FLOOR JOISTS @ 16" O.C. U.N.O. AS SPECIFIED ON SHEET S0. WITH 3/4" THICK FLOOR SHEATHING6. - INSTALL SAWCUT JOINTS IN GARAGE AT 10' O.C. MAX EACH DIRECTION. BUILDING FOUNDATIONS SHALL BE SETBACK FROM ADJACENT SLOPES PER CBC SLOPE GARAGE SLAB TO DRAIN. 7 6 5 4 THE SPECIFICATIONS, GENERAL NOTES ON SHEET S-0 AND THE FOLLOWING APPLY TO THE WORK OF THE FOUNDATION. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL FLOOR PLAN AND NOTIFY THE ARCHITECT/DESIGNER AND ENGINEER OF ANY DISCREPANCIES PRIOR TO STARTING WORK. ALL FOUNDATION HARDWARE SHALL BE SECURELY TIED IN PLACE PRIOR TO FOUNDATION INSPECTION AND POURING OF CONCRETE. 3 2. 1. FOUNDATION NOTES (E) FOOTING (N) FOOTING 7. 8. TYP LENGTH TYP LENGTH FJ# FOOTING & SLAB SCHEDULE SEE DETAILS ON SHEET S-3 FOR DEFINITION OF W & D GRADE BM. SLAB ON GRADE LOCATION INT. CONT. EXT. CONT. ISOLATED PAD REINF. 2-#4 TOP. & 2-#4 @ BOT. 2-#4 TOP. & 2-#4 @ BOT. #4 @ 16" O.C.E.W. #4 @ 8" O.C. E. W. MATCH PERIMETER FTG. 4" MIN. (NET) MATCH PERIMETER FTG. W X D (in.) 18" D MIN. 12 X 18 12 X 18 (SEE S0 FOR SPEC.) FOR EXTERIOR NON-SHEAR WALL USE 5/8" A.B. @ 48" O.C. MIN. FOR INTERIOR NON-SHEAR WALL USE 0.145" SHOT PINS @ 24" O.C. MIN. ALL ANCHOR BOLTS REQUIRE SQUARE PLATE WASHERS. REFER TO S-0 FOR SIZE. ANCHOR BOLT SCHEDULE HOT DIPPED GALVANIZE CONNECTORS REQUIRED WHEN IN CONTACT WITH OVER 15MIL VISQUEEN OVER 4" DRAIN GRAVEL SEE S-0 FOR REQUIRED SPECIAL INSPECTIONS. PRESSURE TREATED LUMBER. 5/8"x10" A.B. @ 18" OC. 5/8"x10" A.B. @ 48" OC. 2X 3X Anchor Bolt Sch. No. 5/8"x10" A.B. @ 36" OC. 5/8"x10" A.B. @ 24" OC. 5/8"x10" A.B. @ 42" OC. Construction 3X 3X 2X Sill Plate 2 3 4 5 1 5/8"x12" A.B. @ 22" OC. 3X3D @ MID. SLAB A PAD SCHEDULE 2'-0" S.Q. X 18" DEEP PAD W/ (4) #4 E.W. @ BOTT. P2.0 2'-0" S.Q. X 24" DEEP PAD W/ (4) #4 E.W. @ TOP & BOTT. P2.0 EXISTING PAD FOOTING. (V.I.F.)E ** (N)BEDROOM (N)M.BEDROOM (N)BEDROOM (N)KITCHEN NEW ADU (UNIT 2) LIVING AREA = S.T (N)LIVING (N)PORCH 36 sq.ft. W DC.L. C.L. (N)BATH (N)BATH C.L. WH CONDENSER UNIT SOLAR AREA DC SYSTEM SIZE: 2.38 (kwdc) AZIMUTH: 150-270o TILT: <= 7:12 1 14 ' - 6 " HDU2 1 4' - 0 " 1 3' - 0 " 1 4' - 0 " 1 3' - 0 " 1 16'-0" HD U 2 HD U 2 HDU2 2 7' - 6 " HDU2 HDU2 1 14'-0" HD U 2 2 8'-0" HD U 2 CBA 3 2 1 P2.0 P2.0 1 S3 1 S3 2 S3 11 S3 1 S3 1 S3 4 S3 3 S3 3 S3 HD U 2 8 S4 P2.0 **** 6 S3 6 S3 10 S3 8 S4 (N) 4" CONC. SLAB W/ #4 @ 16" O.C EACH WAY AT MID SLAB. OVER 2" SAND OVER 10 MIL MOISTURE GRAVEL & OVER COMPACT SOIL. BARRIER MEMBRANEOVER 4" THICK OF 1/2" CLEAN 8 S4 12'-0" 2' - 0 " 3 S3 3 S3 A A 10 S3 A 3' - 0 " M I N 3'-0" MIN A SLOPE PER CIVIL SL O P E PE R C I V I L OVER EXCAVATION 3' - 0 " M I N OV E R E X C A V A T I O N A 3 S3 3 S3 3 S3 3 S3 3 S3 A A (E) FOOTING (N) FOOTING * CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE REISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE CITY INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. * CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH F'c >2500 PSI, HIGH STRENGTH BOLTING. * FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CITY FOR (STRUCTURAL STEEL, REINFORCING STEEL, LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. * SHOP WELDS MUST BE PERFORMED IN AN APPROVED LICENSED FABRICATOR'S SHOP. * APPROVED LICENSED FABRICATOR IS REQUIRED FOR (STRUCTURAL STEEL). * GLUE LAM BEAMS MUST BE FABRICATED IN AN APPROVED LICENSED SHOP. IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER T 5-A, 2018 NDS SUPP. * HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. * HOLD-DOWNS SHALL BE TIGHTENED TO FINGER TIGHT PLUS ONE HALF WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. * PRIOR TO THE CONSTRUCTION OF THE NEW FOUNDATION, VERIFICATION IS REQUIRED TO SHOW THAT THE NEW FOUNDATION SYSTEM MATCHES THE EXISTING. EXCAVATION AT THE CORNER OF THE EXISTING BUILDING, OTHER THAN THE CORNER OF GARAGE, TO EXPOSE THE BOTTOM OF THE FOOTING FOR VERIFICATION OF THE TYPE OF THE EXISTING FOUNDATION SYSTEM BY THE FIELD INSPECTOR IS REQUIRED AT FIRST INSPECTION. * WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 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. * STATEMENT OF SPECIAL INSPECTIONS: PER CBC 1704.2.3 AND AS DEFINED IN CBC 1704.3. NOT ONLY SHOULD THIS LIST ALL SPECIAL INSPECTION AND STRUCTURAL TESTING ITEMS THAT ARE REQUIRED BY THE CBC, BUT ALSO DETAIL THE EXTENT AND FREQUENCY OF THE INSPECTIONS/TESTS. * STRUCTURAL LUMBER SHALL COMPLY WITH DOC PS20. WOOD STRUCTURAL PANEL SHALL COMPLY WITH DOC PS1 OR DOC PS2. * PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ITEMS: I.E. CONCRETE, SHEAR WALLS, ROOF & FLOOR SHEATHING NAILING <4" OC, FIELD WELD (IF ANY) EXCAVATION COMPACTION, EPOXY DOWELS, EPOXY & EXPANSION ANCHORS. * OVER EXCAVATE ALL BUILDING AREAS THREE FEET (3-FT) AND THREE FEET (3-FT) BEYOND FOUNDATION DIMENSION, OR TO COMPETENT INSITU SOILS AS DETERMINED BY FIELD TEST DURING EXCAVATION, WHICH IS DEEPER. SCARIFY EXPOSED SUBGRADE 8 INCHES AND MOISTURIZE TO OPTIMUM MOISTURE CONTENT. COMPACT TO MINIMUM 90% DENSITY AND REPLACE SOIL IN 8 INCHES LIFTS, MOISTURIZE AND COMPACT TO MINIMUM 90% OF MAXIMUM DENSITY. * FOUNDATION PLAN SHALL BE REVIEWED STAMPED BY THE GEOTECHNICAL ENGINEER OF RECORD. * MINIMUM OF 2 BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED NOT MORE THAN 12” OR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF THE PLATE SECTION. [CRC R403.1.6] A A PROPOSED FOUNDATION PLAN SCALE 1/4"=1'-0" 1112 W 6TH ST, SANTA ANA, CA 92703 TEL.: ( ) - MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 A 10.28.2024 PLAN CHECK+CLIENT REV. S-1 1112 W 6th ST PROPOSED FOUNDATION & FOUNDATION NOTES 11/3/2024 3:56:34 PM USE SIMPSON LUS HANGER FOR FLOOR JOIST TO FLUSH BEAM CONNECTION U.N.O. HOLES) FOR BEAM TO BEAM CONNECTIONS, U.N.O. USE SIMPSON FULL DEPTH HU-HANGER (MAX - FILL ALL HOLES INCLUDING TRIANGLE BEARING HEADERS SPANNING 8'-0" OR MORE SHALL HAVE AT LEAST 2-2x TRIMMER INSTALL MIN. ST22 AT TOP PLATES, UNO ON PLANS, AT ALL 2X4 TO 2X6 WALL ALL SHEAR CONNECTORS AND BLOCKING AT PLATE LEVEL MUST BE INSTALLED PRIOR NOT USED BALLOON FRAME INDICATES WALL CONT. FROM SILL PLATE TO TOP PLATE DIRECTLY FOR ALL CS COILED STRAPS USE 8d NAILS ON EVERY OTHER NAIL HOLE. TRANSITIONS AND AT ALL PLATE BREAKS. BELOW ROOF SHTG. CONTINUOUS TO THE SOLE PLATE AND 2-2X KING STUDS, U.O.N. ROOF SHEATHING SHALL BE AS SPECIFIED ON SHEET S-0. TO THE INSTALLATION OF ROOF SHEATHING. INTERIOR NON-BEARING WALL TOP PLATE SHALL BE 1x4 OVER 2x4. THE SPECIFICATIONS, GENERAL NOTES ON SHEET S-0, GENERAL STRUCTURAL DETAILS ON STRUCTURAL DETAIL SHEETS AND THE FOLLOWING APPLY TO THE WORK OF THE ALL WALLS ARE TO BE 2x4 STUDS @ 16" O.C. UNLESS OTHERWISE NOTED. CONTRACTOR SHALL CHECK ROOF FRAMING DIMENSIONS AGAINST THE ARCHITECTURAL PLAN AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY OMISSIONS AND/OR SEE ARCHITECTURAL PLANS FOR LOCATIONS OF 2x6 PLUMBING WALLS. DISCREPENCIES BEFORE STARTING WORK. ROOF FRAMING 14. 13. 12. 8. 7. 9. 10. 11. 3. 4. 6. 5. 2. 1. FRAMING LEGEND FRAMING NOTES INDICATES CANTILEVERED FLOOR JOISTS @ 16" O.C. U.N.O. INDICATES FLOOR JOISTS @ 16" O.C. U.N.O. INDICATES 2X ROOF RAFTER OR MANUFACTURED TRUSS @ 24" O.C. ANCHOR BOLT SCHEDULE FOR MORE INFORMATION. AND LENGTH OF PANEL. REFER TO SHEAR WALL SCHEDULE AND SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE, LOCATION AS SPECIFIED ON SHEET S0. WITH 3/4" THICK FLOOR SHEATHING INDICATES 2X CEILING JOIST INDICATES CONTINUOUS POST FROM SILL PLATE TO TOP PLATE INDICATES MINIMUM SHEAR PANEL LENGTHS BETWEEN OPENINGS INDICATES SHEAR PANEL APPLIED TO ENTIRE WALL, INCLUDING INSTALL ANCHOR BOLTS ALONG FULL LENGTH OF WALL ABOVE AND BELOW WALL OPENING PER DETAIL 5/S4 IF IT IS AT FIRST FLOOR. 5. 3. 4. 2. 1. CJ RR CON T . 4x4 6. 8. # TOTAL NUMBER OF EQUALLY SPACED A35's REQUIRED ON THE ENTIRE WALL LENGHT. AS ALTERNATE TO A35, USE (3) LS50 OR (3) LTP4 IN LIEU OF EACH SET OF (4) A35's. TRUSS HANGER BY TRUSS 9. 10. PROVIDE SOLID BLOCKING11. BEARING WALL INDICATES BEAM NUMBER13. 11 12 12. # ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR ( PROVIDE E.N. WHEN POST IS LOCATED WITHIN S.W. ) 14.14 TYP LENGTH TYP LENGTH CANT. FJ FJ# # SHEAR WALL SCHEDULE EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 2" O.C. 15/32" STRUCTURAL I EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 3" O.C. 15/32" STRUCTURAL I (1) (1) 2X 3X 3X 2X2X 6" 2X 2X 2X 2X 2" 24"260 8" 6" 665 870 EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 4" O.C. 15/32" STRUCTURAL I 15/32" STRUCTURAL I SHTG. W/ 10d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. CONSTRUCTION SHEAR No. WALL SHEAR TRANSFER CENTER TO CENTER 2X 3X PLATE SILL 2X 2X 2X 2X 4" 3" MIN. AT FLOOR OR RIM BLOCKING PLATE SOLE 16d 16" 8" 340 510 SPACING A35 CAPACITY SHR WALL (plf) EDGE AND 12" O.C. FIELD. W/ 8d NAILS @ 6" O.C. 3/8" SHEATHING (1) 2 3 4 5 1 EDGE AND 12" O.C. FIELD. SHTG. W/ 10d NAILS @ 4" O.C. 15/32" STRUCTURAL I 3X 2X2X SDS 9803D1/4x6 @ 4" BOTH SIDE @ 8" (2) ROWS STAGG @3" AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 3 INCHES (OR LESS) ON CENTER. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER USE THE "NO SHEAR" TRANSFER SCHEDULE AT ALL NON-SHEAR WALLS. ALL WOOD SHEAR PANELS SHALL BE C-D, C-C PLYWOOD OR OSB. ALL WOOD SHEAR PANELS SHALL BE NAILED WITH COMMON NAILS. A35F OR LTP4 MAY BE SUBSTITUTED FOR A35 CONNECTORS. SHEATHING SHALL HAVE FRAMING OR BLOCKING AT ALL EDGES OF ALL SHEETS IN SHEARWALLS. FOOT NOTES: GENERAL NOTES: ALL ANCHOR BOLTS REQUIRE SQUARE PLATE WASHERS. REFER TO S-0 FOR SIZE. HOT DIPPED GALVANIZE CONNECTORS/FASTENERS REQUIRED WHEN IN CONTACT WITH PRESSURE TREATED LUMBER SEE S-0 FOR REQUIRED SPECIAL INSPECTIONS. ANCHOR BOLTS AND PLATE WASHERS SHALL BE GALVANIZED STEEL. FRAMING SCHEDULE R1 2X6 ROOF RAFTERS @ 16" O.C. R2 2X8 ROOF RAFTERS @ 16" O.C. C1 2X6 CEILING JOISTS @ 16" O.C. C2 2X8 CEILING JOISTS @ 16" O.C. E EXISTING STRUCTURE. (N)BEDROOM (N)M.BEDROOM (N)BEDROOM dish washer (N)KITCHEN NEW ADU (UNIT 2) LIVING AREA = S.T (N)LIVING (N)PORCH 36 sq.ft. W DC.L. C.L. (N)BATH (N)BATH 3-INCH MIN CONCRETE PAD 22X30 ATTIC ACCESS ATTIC C.L. WH (N) 50-GALLON WATER HEATER CONDENSER UNIT AIR HANDLER SOLAR AREA DC SYSTEM SIZE: 2.38 (kwdc) AZIMUTH: 150-270o TILT: <= 7:12 2-2x6 HDR.2-2x6 HDR. 4X 8 H D R . 2-2x6 HDR. 2-2x6 HDR.2-2x6 HDR. 2- 2 x 6 H D R . 2- 2 x 6 H D R . 2- 2 x 6 H D R . R1 R1 3 1/2"x11 1/4" LSL (1.55E) CL'G BM 24X 4 2-2x6 HDR. 2X10 RIDGE BOARD 2- 2 x 6 C . J . 2- 2 x 6 C . J . 2X6 2X6 LU 2X 6 R . R . @ 1 6 " O . C . R1 R1 2X 6 R . R . @ 1 6 " O . C . 2X10 RIDGE BOARD 2X 6 C . J . @ 1 6 " O . C . 2X 6 C . J . @ 1 6 " O . C . 1 14 ' - 6 " 4X6 1 4' - 0 " 4X6 1 3' - 0 " 1 4' - 0 " 1 3' - 0 " 4X 6 1 16'-0" 4X 4 4X4 2 7' - 6 " 4X4 4X4 1 14'-0" 4X 4 2 8'-0" 4X 4 CBA 3 2 1 2X 8 R I D G E B O A R D R1 R1 4X8 DROP 2-2 X 4 2-2 X 4 4X 6 D R O P 2-2X4 4X 6 D R O P 2-2X4 4 S4 11 S4 11 S4 11 S4 2 S4 8 S4 8 S4 1 S4 4 S4 3 S4 (BOT. @ 9'-0"±) 4 S4 2 S4 EN D R . R . W / E . N . 7 S4 2 S4 HI. LOW. 1 S4 4 S4 2 S4 1 S4 4 S4 3 S4 13 S4 15 S4 15 S4 6 S4 2X R . R . W / E . N . 6 S4 9 S4 10 S4 12 S4 2X BLOCKING W/E.N. (3-BAY) 16 S4 5 S4 1 C1 C1 C1 (L = 8 ' - 0 " ) 2-2x6 HDR. 8 S4 17 S4 3 A A A A A A A A A 2-2x6 HDR. * CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE REISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE CITY INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT. * CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH F'c >2500 PSI, HIGH STRENGTH BOLTING. * FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CITY FOR (STRUCTURAL STEEL, REINFORCING STEEL, LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. * SHOP WELDS MUST BE PERFORMED IN AN APPROVED LICENSED FABRICATOR'S SHOP. * APPROVED LICENSED FABRICATOR IS REQUIRED FOR (STRUCTURAL STEEL). * GLUE LAM BEAMS MUST BE FABRICATED IN AN APPROVED LICENSED SHOP. IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER T 5-A, 2018 NDS SUPP. * HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. * HOLD-DOWNS SHALL BE TIGHTENED TO FINGER TIGHT PLUS ONE HALF WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. * PRIOR TO THE CONSTRUCTION OF THE NEW FOUNDATION, VERIFICATION IS REQUIRED TO SHOW THAT THE NEW FOUNDATION SYSTEM MATCHES THE EXISTING. EXCAVATION AT THE CORNER OF THE EXISTING BUILDING, OTHER THAN THE CORNER OF GARAGE, TO EXPOSE THE BOTTOM OF THE FOOTING FOR VERIFICATION OF THE TYPE OF THE EXISTING FOUNDATION SYSTEM BY THE FIELD INSPECTOR IS REQUIRED AT FIRST INSPECTION. * WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 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. * STATEMENT OF SPECIAL INSPECTIONS: PER CBC 1704.2.3 AND AS DEFINED IN CBC 1704.3. NOT ONLY SHOULD THIS LIST ALL SPECIAL INSPECTION AND STRUCTURAL TESTING ITEMS THAT ARE REQUIRED BY THE CBC, BUT ALSO DETAIL THE EXTENT AND FREQUENCY OF THE INSPECTIONS/TESTS. * STRUCTURAL LUMBER SHALL COMPLY WITH DOC PS20. WOOD STRUCTURAL PANEL SHALL COMPLY WITH DOC PS1 OR DOC PS2. * PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ITEMS: I.E. CONCRETE, SHEAR WALLS, ROOF & FLOOR SHEATHING NAILING <4" OC, FIELD WELD (IF ANY) EXCAVATION COMPACTION, EPOXY DOWELS, EPOXY & EXPANSION ANCHORS. 1112 W 6TH ST, SANTA ANA, CA 92703 TEL.: ( ) - MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 A 10.28.2024 PLAN CHECK+CLIENT REV. SCALE 1/4"=1'-0" PROPOSED FRAMING PLAN S-2 PROPOSED FRAMING PLAN & FRAMING NOTES 1112 W 6TH ST 11/3/2024 3:57:40 PM SQUARE PLATE WASHERS PER THE SCHEDULE ON SHEET S-0 ARE REQ'D AT ALL AB'S RECOMMENDS OTHERWISE. ALSO, EXTEND FOOTING AT FIR-OUT ARCHITECTURAL EXTEND FOOTING AT VENEER (BRICK, ROCK, ETC.) UNLESS VENEER MANUFACTURER ELEMENTS U.N.O. ON PLAN. 7. 6. PROPERLY INSTALL REQUIRED PLATE WASHERS AND SECURE NUTS. ALL ANCHOR BOLTS SHALL HAVE SUFFICIENT HEIGHT OVER TOP OF SILL PLATE TO REFER TO DETAIL 6/S3 FOR INSTALLATION REQUIREMENTS FOR ANCHOR BOLTS. WHERE SPLIT BY SHOT PINS, PLUMBING, OVER-TIGHTENED NUTS, FAULTY/PROTRUDING CRACKED OR SPLITTING SILL PLATES ARE NOT PERMITTED. REPLACE SILL PLATES THE MAXIMUM HOLE THROUGH THE SILL PLATE FOR ANCHOR BOLTS SHALL BE 1/16" REFER TO FOUNDATION/SLAB PLAN AND ANCHOR BOLT SCHEDULE FOR LOCATIONS USE MINIMUM 12" LONG ANCHOR BOLTS WHERE 3X SILL PLATES OCCUR. USE MINIMUM 10" LONG ANCHOR BOLTS WHERE 2X SILL PLATES OCCUR. CONCRETE SLAB, ETC. LARGER THAN THE A.B. DIAMETER. OF 3X SILL PLATES. 4. 5. 3. 2. 1. BA BOLT DIAM. 5/8" 7/8" 3/4" 7" M I N . TYPICAL ANCHOR BOLT DETAIL 7/8" 3/4" BOLT DIAM. 5/8" N.A. N.A 4" (NOMINAL) WALLS A 1" N.A. N.A. B 1.7/8" A = MIN. EDGE DISTANCE FROM SILL PLATE TO BOLT C.L. 1.3/8" 1.1/8" 6" (NOMINAL) WALLS A 1" 2.3/4" 2" B 1.7/8" FROM SLAB EDGE TO BOLT C.L. B = MIN. EDGE DISTANCE FOR HDU (OR SIMILAR) WITH SCREWS INTO WOOD EDGE POST.8. USED SDS 1/4"x2 1/2". EXTERIOR FOOTING - 1. PROVIDE SHEAR WALL EDGE NAIL TO MEMBERS ATTACHED TO HOLDOWNS. 2. REFER TO "SIMP." HOLDOWN SCHEDULE FOR SPECIFIC POST SIZE, BOLT SIZE, DIST. TO CENTER OF HOLDOWN BOLT, MIN. EMBED. FOR HOLDOWN BOLT, ETC. NOTES: 4. CONTRACTOR SHALL DEEPEN FOOTINGS AS REQUIRED TO PROVIDE 3" MIN. CONCRETE COVER BENEATH EACH HOLDOWN BOLT. 3. REFER TO HOLDOWN SCHEDULE FOR OTHER HOLDOWNS NOT SPECIFIED IN THIS DETAIL. CORNER INTERIOR 1' - 0" MAX 5/8" DIA. BOLT FOR HDU2 & HDU5 P.T.D.F. SILL PLATE FOUNDATION 1-5/16" HDU "SIMP." HDU2 W/ 6 - SDS 1/4" X 2_1/2" "SIMP." HDU5 W/ 14 - SDS 1/4" X 2_1/2" 2 - 2x - HDU2 2 - 2x - HDU5 2 - 2x - HDU2 2 - 2x - HDU5COUNTERSINK BOLTS AS REQUIRED - NOTE: - CONCRETE PAD: F'c= 2500 PSI (MIN) CONNECTION HOUSE-LANDING REINF. @ INTERSECTION & CORNER HD AT (E) FOOTING/OR MISSING HD SHEAR NAILING PER PLAN STUD WALL (2x4/2x6) D DENOTES MIN. DEPTH BELOW NATURAL GRADE STRY. W D ONE 12" 18" TWO 15" 18"W D 4" 8" 1"-6" (MIN) 3" C L R CRUSHED ROCK 2 - #4 CONT. AT TOP + 2 - #4 CONT. AT BOTTOM 2" CLEAN DAMP SAND o/ 15 MIL VAPOR BARRIER 4" CONC. SLAB W/ #4 @ 16" O.C.E.W. NATURAL GRADE #4 FOUNDATION TIES AT 16" O.C. REQ'D. AT TWO POUR FOUNDATIONS 4" CONC. SLAB W/ #4 @ 16" O.C.E.W. 1"-6" (MIN) NATURAL GRADE 2 #4 CONT. AT TOP + 2 - #4 CONT. AT BOTTOM 2" CLEAN DAMP SAND o/ 15 MIL VAPOR BARRIER CRUSHED ROCK W W DSTRY. D DENOTES MIN. DEPTH BELOW NATURAL GRADE TWO ONE 15" 18" 12" 18" #4 FOUNDATION TIES AT 16" O.C. SHEAR NAILING PER PLAN STUD WALL (2x4/2x6) D 4" 4" E.N.4" CONC. SLAB W/ 6 x 6 - #10 / #10 W.W.M. PE R PL A N EXPANSION JOINT MAT'L.3" 2X P.T.D.F. SILL PLATE W/ 5/8"ØAB (PER AB SCHEDULE). 5/8" DIA. X 7" MIN A.B. @ 48" O.C. OR PER SW SCHEDULE TIE BEAM DETAIL POST-PAD AT PORCH INTERIOR FOOTING 6SEE NOTE * 54 BAR DIAM. #10 THRU #11 * 40 BAR DIAM. #8 THRU #9 * 30 BAR DIAM. #5 THRU #7 NOTES: CONDITION WHERE BARS OCCUR ON SAME PLAN. TOGETHER. 1.1/2 CLEAR OR BARS MAY BE IN CONTACT IF WIRED D/2 HOOK D/2 2.1/2" MIN. d 1 D/2 12 " D = BEND DIAMETER 6" FOR #3 THRU #8 8" FOR #9 THRU #11 d DOUBLE LAYER INTERSECTION & CORNER L = 30 BAR DIAM. MIN. IN CONCRETE. 40 BAR DIAM. MIN. IN MASONRY. L L REINF. MAY BE CONT. OR ADD BARS SAME SIZE & SPACING AS WALL/FOOTING REINF. SINGLE LAYER INTERSECTION & CORNER L L L L L L L HOLD DOWN DETAIL * SEE DETAIL 1 FOR MORE INFORMATION. * SEE DETAIL 1 FOR MORE INFORMATION. * SEE DETAIL 1 FOR MORE INFORMATION. CONC. SLAB @ PORCH & HOUSE 18 " M I N CONT. 2#4 REBAR TOP & BOTTOM. 12" 3" CONCRETE SLAB (SEE PLAN). 3/8" EXPANSION JOINT W/ JOINT FILLER #3 TIE @ 24" O.C. 24 " D E P T H 12 " ( M I N ) SEE PLAN (24" S.Q. MIN) 3" TYP. 18" S.Q. MIN CONCRETE PEDESTAL W/ (8) #4 VERT. BARS EMBED INTO FOOTING W/ STANDARD SE E P L A N ( 2 4 " S . Q . M I N ) SE E P L A N ( 1 8 " S . Q . M I N ) (SQUARE & DIAMONDSIMP. MPBZ EMBED INTO CONCRETE (REFER MANUFACTURE) CONCRETE SLAB (SEE PLAN) SHAPED TIES) HOOKS. PROVIDE #4 TIES @ 8" O.C. MIN. POST PER PLAN (6X6) PLAN VIEW SECTION VIEW TYPICAL PAD FOOTING HOLDOWN ROD Ø le HDU2 5/8" 10" HDU4 5/8" 10" HDU5 7/8" 12" POST PER PLAN. NOTES: USE SIMPSON SET XP EPOXY-TIE ADHESIVE SYSTEM. APPROVALS: ICC-ESR-#2508 REFER TO ICC AND MANUFACTURER's SPECS. FOR INSTALLATION PROCEDURES. SPECIAL INSPECTION IS REQUIRED DURING ALL INSTALLATION. MIN. CONC. STRENGTH, f'c= 2500 psi (Min) CONCTRACTOR SHALL SPECIFY OVERALL LENGTH OF ANCHOR. - - - - 1 3/4" MIN. 2 3/4"MIN. W/ HU5 le NEW HOLDOWN SEE TABLE. 3" M i n APPLICATION AT SHEAR WALL - TYPE 6, 4 & 3. REPLACEMENT ANCHORS FOR MISSING ANCHOR BOLT SIMPSON SET-XP-EXPOXY ADHESIVE WITH A307 GRADE GRADE C ANCHORS 1-POUR OR 2-POUR W/DOWEL (ICC ESR #2508) 2 1 2" 2 1/2" THK. MIN. DRY PACKED NON-SHRINK GROUT ALL AROUND. SURFACE IN CONTACT WITH GROUT SHALL BE CLEANED, FREE OF GREASE AND LAITANCE. 2 1 2" MIN. 3" CONC./NON-SHRINK GROUT COVER ALL AROUND FOR ALL METAL PARTS. HOT-DIPPED GALVANIZED WASHER. 2"x2"x1/4" THREADED ROD (THRU BOLT) W/ HEAVY HEX NUT TACK WELDED TO PLATE WASHER. - (E) FOOTING 9" M i n BOX COLUMN FOOTING HOLD DOWN DETAIL 5/8"Ø SSTB20 5/8"Ø SSTB16 ANCHOR BOLT "SSTB" 7/8"Ø SSTB28 5/8"Ø SSTB24 SCHEDULE : HDU4 HDU2 TYPE 6-SDS 1/4"X2 1/2" BOLTS TO POST HDU8 HDU5 16-5/8" 12-5/8" le 24-7/8" 20-5/8" 4X4 POST ( MIN.) CONC. FTG. SIMPSON HOLDOWN PER MANF. SPECIFICATION HTT4, HTT5 32-16d SINKERS 5/8"Ø SSTB24 20-5/8" de 1 3/4" 1 3/4" 1 3/4" 1 3/4" 1 3/4" CONC. FOOTING 4X4 POST MIN. HOLDOWN PER PLAN SSTB 2X D MIN. SSTB DEEPEN FTG. AS REQ'D HDQ8 7/8"Ø SSTB28 24-7/8"1 3/4" 4X4 POST ( MIN.) SIMPSON HOLDOWN PER MANF. SPECIFICATION CONC. FTG. 10-SDS 1/4"X2 1/2" 14-SDS 1/4"X2 1/2" 20-SDS 1/4"X2 1/2" 20-SDS 1/4"X3" * SEE DETAIL 1 FOR MORE INFORMATION. SW WHERE OCCURS P.T.D.F. SILL PLATE W/5/8" A.B. @ 48" O.C. MAX 18 " M I N SE E F O U N D S C H E D . #4 @ 16" O.C. ALT. BENT 3' INTO SLAB WHERE TWO POUR OCCURS 12" MIN SEE FOUND. SCHED. 3" STUD WALL N.G. OR APPROVED COMPACTED FILL (2) #4 AT TOP AND (2) #4 AT BOTTOM TIE BEAM WHERE REQ'D 2" CLR. 3" MIN., TYP. VA R I E S (6 " M I N . ) (1 2 " M A X ) P.T.D.F. SILL W/ MIN. (2)-5/8" A.B. F.F. ELEVATION @ EACH CORNER D P E R SC H E D . PAD REBAR PER SCHEDULE N.G. F.G. 8" MI N . FRAMED BOX COLUMN #4 VERTICAL 4" CONC. SLAB W/ #4 @ 16" O.C.E.W. NATURAL GRADE 2" CLEAN DAMP SAND o/ VAPOR BARRIER 3" CLR POST (4x4/4x6/6x6) PE R PL A N 4" CRUSHED ROCK EQ.EQ. PER PLAN REINF. PER PLAN CONTINUOUS FOOTING REINF. CONTINUOUS FTG. BEYOND WHERE OCCURS * SEE DETAIL 1 FOR MORE INFORMATION. CONT. FOOTING EXPANSION JOINT MAT'L. 3" CONC. LANDING W/#3 @ 18" O.C.E.W. (SEE PLAN FOR DIMENSION). CONC. SLAB (SEE DETAIL 1/S3)N.G. OR APPROVED COMPACTED FILL - * SEE HOLD DOWN SCHEDULE ON S-0 MORE INFORMATION. MODEL HD HDU2 HDU4 HDU5 HDU8 SSTB16 SSTB20 SSTB24 MIDWALL/ CORNER SSTB20 SB5/8X24 SB5/8X24 GARAGE CURB SLAB-ON GRADE SSTB28 SSTB28 A A CONC. SLAB. PE R A R C H ' T 1112 W 6TH ST, SANTA ANA, CA 92703 TEL.: ( ) - MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 A 10.28.2024 PLAN CHECK+CLIENT REV. S-3 STRUCTURAL DETAILS 11/3/2024 3:58:09 PM SHEAR TRANSFER DETAIL CONNECTION DETAIL TYPICAL @ CORNER SHEAR 4X POST 2X STUD, TYP. STUD FACE NAIL E.N. E.N. TYP. 16d TO MATCH E.N. SPACING E.N. SHEAR MATR'L TYP. U.N.O. 4X POST C.J.- CL'G BM CONNECTION CONNECTION DETAILCALIF FRAMING DETAIL NOTE: *ALL BEAM AND COLUMN AT THE EXTERIOR PORCH ARE PRESSURE TREATED WOOD. P.T.D.F. SILL PLATE (3X WHERE OCCURS) 3X MEMBERS AT PANEL JOINTS WHERE OCCUR. SEE S.W. SCH. B.N. TO POST, TOP-TOP PLATE, AND MUD SILL. WALL OPENING A.B. PER A.B. SCH. AT SHEAR WALLS HEADER H.D. INSTALLED FLUSH W/ SILL PLATE U.N.O. IN SIMPSON MANUAL POST W/ H.D. PER PLAN 4X4 KP W/ H.D. A.B. PER S.W. SCHEDULE ACROSS FULL LENGTH OF S.W. WALL OPENING CS 16 STRAP OVER HEADER. CONT. 32" MIN. E.S. OF HEADER. TYP @ T & B MIN. 3X PLATE HEADER 3X BLKG. TYP. TYPICAL OPENING IN SHEAR WALL DRAG AT TOP PLATE TO BEAM CONNECTION DETAIL TYPICAL TOP PLATE SPLICE STRAP RAFTER TO TOP PL SIDE VIEW BM, SEE PLAN. CS16 @ EACH SIDE OF BEAM TO POST & NAIL W/ 16d'S BM & POST SIMPSON CS16 STRAP EACH SIDE OF BEAM TO POST. POST PER PLAN 18 " NOTES: "A" : (1)CS16 STRAP "B" : (2)CS16 STRAP (*) (*) (*) PORCH GABLE FRAMING DRAG AT TOP PLATE TO C.J. SHEAR NAILING PER PLAN E.N. ROOF FRAMING PER PLAN "SIMP" A35 CLIPS SPACING PER SHEARWALL SCHED. 2x SPRUCE BARGE RAFTER ROOF SHEATHING 2x BLKG. AT 48" O.C. 2 x 6 OUTLOOKERS AT 24" O.C. E.N. 2x4 @ 48"o.c. 4-10d common AT EA END STUD TO TOP PLATE TOE NAIL 3-8d (OR) 2-16d A35 @ EACH BRACE BRACE TO TOP PLATE BEAM - HEADER CONNECTION 4-10d common AT EA END W/ (4)-10d TO BLKG. -SHEAR TRANSFER AT HI.-LOW ROOF RAFTERS PARALLEL TO EXT. WALL ROOF RAFTER TO EXT. WALL NAILING NOTE: MINIMUM END, EDGE AND CENTER TO CENTER NAILING DISTANCE = 2" * INDICATES ROOF PITCH MAY NOT BE TO SCALE E.N. 3 12 E.N. CEILING JOISTS AT 16" O.C. ROOF FRAMING AT 16" O.C. (5) 16d's EA. END PER 2022 CRC R802.5.2 STUD WALL (2x4/2x6)H2 @ 32" O.C. (OR SEE PLAN) SLOPED LSSJ HANGERS (IF R.R SPAN>10') ROOF SHEATHING RIDGE BOARD PER PLAN 4-16D NAIL2X4 RAFTER TIE 2X ROOF RAFTER ST22 @ R/R (SEE PLAN U.N.O.) 2/ 3 H 1/ 3 H OF 18-16d NAILS USED IN LIEU ST22 STRAP @ RIDGE OF RAKE WALL 18-16d SINKERS @ SPLICE, STAGGERED DO NOT SPLIT TOP PLATE WITH SPLICE NAILING STUDS @ 16" O.C. 2-16d FROM TOP PLATE TO BOTTOM PLATE OVER EACH STUD 2-16d FROM PLATE TO EA. STUD 2-2X TOP PLATE 4' NOTE: SPLICE REQUIRED AT ALL PLATE BREAKS AND ALSO AT CHANNELS FOR INTERSECTING WALLS AT ANY EXTERIOR WALL, BEARING WALL, OR SHEAR WALL. VALLEY FRAMING (CALIFORNIA FRMG.) (4) 16d's TOE NAILED TYP. PLYWD. EDGE NAILING 2x CONT. SLEEPER OVER LOW PLYWOOD WITH (3) 16d's TO EACH FRAMING MEMBER BELOW, TYPICAL FULLY SUPPORTED ROOF SHEATHING TO RUN CONT. BENEATH CALIF. FRAMING AREAS TO BEAM OR BEARING WALL POST (2-2X MIN.) DROP BEAM EQ. POST (MIN. 2-2X) CS16 STRAP (U.N.O. ON PLAN)EQ. FLUSH BEAM EQ. CS16 STRAP (U.N.O. ON PLAN) EQ. 2-16d ROOF SHEATHING 2X BLKG. @ 48" 0.C. W/ B.N. SHEAR WALL WHERE OCCURS EXTEND TO TOP PLATE 2X RAKED STUD WALL @ 16" O.C. B.N. 2X FLAT @32" O.C. RR PER PLAN RR W/ 16d @ 8" O.C. 2X BLKG RR B.N. B.N. B.N. ROOF SHTG (LOW) WHERE OCCURS 16d @ 8" O.C. 2X4 BRACE @ 16" O.C. SEE DETAIL 2/S4 16" (U.N.O.) 2X BLKG. @ 48" 0.C. W/ B.N. LU-HANGER (SEE PLAN)CL'G JOISTS (SEE PLAN) CL'G BM/ FLUSH BM (SEE PLAN) CL'G JOISTS (SEE PLAN) ST18 @ EACH CEILING JOIST-CEILING JOIST E.Q.E.Q. LADDER TRUSS FRAMING DOUBLE RAFTER COMMON RAFTER RIDGE BOARD FASCIA BOARD DROP BEAM (PER PLAN) OR TOP PLATE RIDGE BEAM PER PLAN WITH HANGER ROOF RAFTER WITH HANGER PER PLAN EDGE NAIL SIMPSON LSTA24 @ 32" o.c. ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN BEAM AS SPECIFIED ON PLANS ROOF SHEATHING NOTE: EDGE NAILING IS DENOTED AS E.N. E.N. A35 CLIP 2XBLOCK H2 @ 32" O.C. 2X BLKG MIN 3-BAY. U.N.O. - SEE PLANS TOP PLATE/BM SEE PLAN 32" MIN. U.N.O. ON PLAN STRAP PER PLAN MIN. USE CS16 CJ/ FJ HDR./ DROP BM. PER PLAN EQ. EQ. STRAP @ SPLICE ROOF RAFTER COLLECTOR U.N.O. CS16 H2.5 AT EACH SIDE OF ROOF RAFTER TO TOP PLATE. MIN 4X F.H. SOLID BLOCKING (WHERE OCCUR). FLUSH BEAM/ CEILING BEAM PER PLAN A35 EA. SIDE BEAM/G.T. TO TOP PLATE (2) MTS16 @ EA. SIDE OF BM WHERE OCCURS DROP BEAM/ HEADER (2) ST22 1112 W 6TH ST, SANTA ANA, CA 92703 TEL.: ( ) - MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 A 10.28.2024 PLAN CHECK+CLIENT REV. S-4 STRUCTURAL DETAILS 11/3/2024 3:58:29 PM MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 CG.1 CALGREEN BUILDING CHECKLIST MARK OWNER: SHEET TITLE: NOTES: PROJECT NUMBER: DRAWN BY: CHECK BY: DATE DESCRIPTION GRAPHIC SCALE: 14572 HARPER STREET - MIDWAY CITY, CA 92655 Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com THANH NGUYEN NE W D E T A C H E D A D U ( U N I T 2 ) 11 1 2 W 6 T H S T SA N T A A N A , C A 9 2 7 0 3 MINH TAM VU 17342 COBBLESTONE LN, HUNTINGTON BEACH, CA 92648 REV 01 09/25/2024 CG.2 CALGREEN BUILDING CHECKLIST DETACHED ADU - TITLE 24 T24-1 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 09/11/2023 S2363 Co n t a c t : DETACHED ADU - TITLE 24 T24-2 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 11 1 2 W 6 T H S T , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 09/11/2023 S2363 Co n t a c t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azards by Location https://hazards.atcouncil.org/#/seismic?lat=33.749501&lng=-117.8816253&address=1112 W 6th St%2C Santa Ana%2C CA 92703%2C USA This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:1112 W 6th St, Santa Ana, CA 92703, USA Coordinates:33.749501, -117.8816253 Elevation:108 ft Timestamp:2023-10-01T17:02:01.556Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.297 MCER ground motion (period=0.2s) S1 0.462 MCER ground motion (period=1.0s) SMS 1.557 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.038 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.929 Coefficient of risk (0.2s) CR1 0.925 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.659 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.297 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.397 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.559 Factored deterministic acceleration value (0.2s) S1RT 0.462 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.5 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.646 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 108 ft Map data ©2023 Google Report a map error 5/25 10/1/23, 10:02 AM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.749501&lng=-117.8816253&address=1112 W 6th St%2C Santa Ana%2C CA 92703%2C USA This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:1112 W 6th St, Santa Ana, CA 92703, USA Coordinates:33.749501, -117.8816253 Elevation:108 ft Timestamp:2023-10-01T17:02:52.245Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 108 ft Map data ©2023 Google Report a map error 6/25 1112 W 6TH ST SANTA ANA, CA 92703 7/25 (N)BEDROOM (N)M.BEDROOM (N)SH 3050 (N)SH 3030 TEMP. GL. (N)BEDROOM REF dish washer (N ) S H 3 030 TE M P . G L . (N)KITCHEN NEW ADU LIVING AREA 996 S.FT (N)LIVING (N)SH 3030 (N ) S H 3 050 (N)SH 3050 (N)SH 2050 TEMP.GL. (N)PORCH 36 sq.ft. W D (N)SH 3050 W.I.C C.L. C.L. (N)SH 3050 (N ) S H 3 050 (N)BATH (N)BATH MA X 7 3 / 4 " ST E P D O W N (N ) S H 3 050 WH (N) 50-GALLON WATER HEATER THE VENT TERMINAL: MIN 6" FROM ANY AIR OPENING. THE BOTTOM OF THE VENT MIN 12" ABOVE FINISHED GROUND LEVEL. [NFPA 54:12.9.3] AC 3-INCH MIN CONCRETE PAD 22X30 ATTIC ACCESS FUR @ ATTIC PHOTOELECTRIC SMOKE DETECTOR (N ) D 2 668 (N ) D 2 668 (N)D2668 (N)D2468 (N)D2468 (N ) D 2 468 (N ) D 3 070 (N ) D 4 068 4:124:12 1 H R F I R E R A T E D GA B L E T R I M SE E D E T A I L # 3 O N S H E E T A 2 . 2 1 HR FIRE RATED EAVE W/O VENT(TYP.) SEE DETAIL#2 ON SHEET A2.2 1 H R F I R E R A T E D GA B L E T R I M SE E D E T A I L # 3 O N S H E E T A 2 . 2 2T 1 2 1T 1 2 2L1L CBA SHEAR WALL LAYOUT 1112 W 6TH ST DATE:10.2023 10/1/2023 11:02:40 PM 8/25 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 9 1 4 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 2 7 (B)4 5 (L)1 3 0 .75 Diaph ragm 2 7 2 7.5 -1 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =4 5 /2 7=1.6 7 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .3 7, qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Gable (W in dward): W idth =2 7 ft Gable (Le e W ard): W idth =2 7 ft 5 8 .3 5 5 7.3 8 10 0 .3 6 1 5 .3 6 5 7.3 8 5 8 .3 5 15 .3 6 10 0 .3 6 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D1 (W -E )_ROOF 10 .8 1 6 .7 4 .5 74 .4 1 1 4 .0 7114.0 7 T O T A L 1 1 4 .0 7114.0 7 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .1117) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F Load_Roof (DL)= 15 x 8 9 5 / 2 7 4 9 7.2 2 5 5 .5 4 W all_E x (DL)= 15 x 5 4 x (9 /2 ) / 2 7 13 5 .0 0 15 .0 8 W all_In (DL)= 10 x 2 7 x (9 /2 ) / 2 7 4 5 .0 0 5 .0 3 T O T A L SE ISM I C LOA D 7 5 .6 575.6 5 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D1 (W -E )_R O O F 6 77.2 2 9 1 7 5 .6 575.6 5 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 9 1 4 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 4 5 (B )2 7 (L )1 3 0 .75 Diaph ragm 2 7.5 2 7 -1 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =2 7/4 5 =0 .6 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .5 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slope (W in dwar d): W idth =2 7 ft, Slope = 4 /12 Slope (Le e W ar d): W idth =2 7 ft, Slope = 4 /12 -6 .3 9 1 5 2 .1 3 76 .1 6 9 .6 3 15 2 .13 -6 .3 9 6 9 .6 3 76 .1 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D1 (W -E )_ROOF 10 .8 1 6 .7 4 .5 8 2 .9 1 3 7 .1 8137.1 8 T O T A L 1 3 7 .1 8137.1 8 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .1117) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F Load_Roof (DL)= 15 x 8 9 5 / 2 7.5 4 8 8 .18 5 4 .5 3 W all_E x (DL)= 15 x 5 5 x (9 /2 ) / 2 7.5 13 5 .0 0 15 .0 8 W all_In (DL)= 10 x 2 7.5 x (9 /2 ) / 2 7.5 4 5 .0 0 5 .0 3 T O T A L SE ISM I C LOA D 7 4 .6 474.6 4 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D1 (W -E )_R O O F 6 6 8 .1 8 9 1 7 4 .6 474.6 4 D I A P H R A G M D 1 – D I R E C T I O N W -EDIAPHRAGM D 1 – D I R E C T I O N W -E D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 75 .6 5 6 77.2 2 75 .6 5 10 0 .3 8 2 0 0 .77 1 0 0 .3 8100.3 8 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .2 7 2 7.5 4 9 .3 2 4 0 0 .2 1 5 6 3 3 5 0 .1 7 D I A P H R A G M D 1 – D I R E C T I O N S -NDIAPHRAGM D 1 – D I R E C T I O N S -N D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 74 .6 4 6 6 8 .18 74 .6 4 9 9 .0 4 19 8 .0 9 9 9 .0 499.0 4 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .2 7.5 2 7 5 0 .4 18 0 0 .2 8 6 9 .9 2 5 2 0 .2 8 : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 3 9/25 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 9 1 2 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 2 7 (B)4 5 (L)1 3 0 .75 Diaph ragm 14 .5 1 7.5 -1 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =4 5 /2 7=1.6 7 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .3 7, qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Gab le (W in d war d ): W id th =1 4 .5 ft Gab le (Le e W ar d ): W id th =1 4 .5 ft 5 0 .0 1 4 9 .1 8 8 6 .0 2 13 .17 4 9 .18 5 0 .0 1 1 3 .1 7 8 6 .0 2 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D2 (W -E )_R O O F 10 .8 1 6 .7 4 .5 74 .4 1 0 4 .1 5104.1 5 T O T A L 1 0 4 .1 5104.1 5 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .1117) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F Load_Roof (DL)= 15 x 3 0 0 / 14 .5 3 10 .3 4 3 4 .6 7 W all_E x (DL)= 15 x 14 .5 x (9 /2 ) / 14 .5 6 7.5 0 7.5 4 W all_In (DL)= 10 x 14 .5 x (9 /2 ) / 14 .5 4 5 .0 0 5 .0 3 T O T A L SE ISM I C LOA D 4 7 .2 347.2 3 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D2 (W -E )_ROOF 4 2 2 .8 4 9 1 4 7 .2 347.2 3 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 9 1 2 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 4 5 (B )2 7 (L )1 3 0 .75 Diaph ragm 17.5 14 .5 -1 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =2 7/4 5 =0 .6 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .5 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slope (W in dward): W idth =17.5 ft, Slope = 4 /12 Slope (Le e W ard): W idth =17.5 ft, Slope = 4 /12 -5 .5 8 1 3 2 .8 1 6 6 .4 4 6 0 .79 13 2 .8 1 -5 .5 8 6 0 .79 6 6 .4 4 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D2 (W -E )_R O O F 10 .8 1 6 .7 4 .5 8 2 .9 1 2 6 .0 8126.0 8 T O T A L 1 2 6 .0 8126.0 8 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .1117) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F Load_Roof (DL)= 15 x 3 0 0 / 17.5 2 5 7.14 2 8 .72 W all_E x (DL)= 15 x 3 5 x (9 /2 ) / 17.5 13 5 .0 0 15 .0 8 T O T A L SE ISM I C LOA D 4 3 .843.8 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D2 (W -E )_ROOF 3 9 2 .1 4 9 1 4 3 .843.8 D I A P H R A G M D 2 – D I R E C T I O N W -EDIAPHRAGM D 2 – D I R E C T I O N W -E D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 4 7.2 3 4 2 2 .8 4 4 7.2 3 6 2 .6 8 12 5 .3 5 6 2 .6 862.6 8 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .14 .5 1 7.5 2 6 2 4 0 0 .11 4 3 .1 3 3 5 0 .13 D I A P H R A G M D 2 – D I R E C T I O N S -NDIAPHRAGM D 2 – D I R E C T I O N S -N D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 4 3 .8 3 9 2 .14 4 3 .8 5 8 .1 3 1 1 6 .2 5 5 8 .1 358.1 3 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .17.5 14 .5 3 5 .1 18 0 0 .2 76 .1 2 5 2 0 .3 : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 3 10/25 A . O VE R T U R N I N G LO A D C O M B I N A TIO N SA. O VE R T U R N I N G LO A D C O M B I N A T I O N S U P LI F TUPLIFT DO W NDOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE B . S HE A R W A LL S C HE DU LE (De si g n C o d e : 2022_C B C )B . S HE A R W A LL S C HE DU L E (De si g n C o d e : 2022_C B C ) P a ne lPanel T yp eType S he a t hi ngSheathing E d g eEdge N a i lNail F i e l dField N a i lNail S he a r C l i pShear C l i p S i l l p l a te a tt a chm e ntSill p l a t e a t t a chm e nt GaGa (k /i n)(k /i n) S e i sm i cSeismic A l l o wa b l e (p l f )A l l o wa b l e (p l f ) W i ndWind A l l o wa b l e (p l f )A l l o wa b l e (p l f )Framed Floor Concrete 1 3/8" Sheathing 8d @ 6 8d @ 12 A35 @ 24 16d Nails @ 6 5/8 x 10 @48 13 260 280 2 15/32" Sheathing 10d @ 6 10d @ 12 A35 @ 16 16d Nails @ 4 5/8 x 10 @42 22 340 476 3 15/32" Sheathing 10d @ 4 10d @ 12 A35 @ 8 16d Nails @ 3 5/8 x 10 @36 29 510 714 4 15/32" Sheathing 10d @ 3 10d @ 12 A35 @ 8 16d Nails @ 2 5/8 x 10 @24 36 665 931 5 15/32" Structural I 10d @ 2 10d @ 12 A35 @ 6 (2) Rows Stagg, 16d Nails @ 3 5/8 x 10 @18 51 870 1218 3D 3/8" Sheathing 10d @ 4 10d @ 12 (Both Sides)A35 @ 8 SDS1/4x6 @ 4 5/8 x 12 @22 50 980 1428 4D 3/8" Sheathing 10d @ 2 10d @ 12 (Both Sides)A35 @ 8 SDS1/4x6 @ 3 5/8 x 12 @16 78 1280 1792 5D 15/32" Structural I 10d @ 2 10d @ 12 (Both Sides)A35 @ 6 SDS1/4x6 @ 2 5/8 x 12 @8 102 1740 2436 : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 11/25 S W _LI N E ASW_L I N E A 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 27.00 Total panel Length (ft): 14.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (S-N)_ROOF (Span=27.5ft): W=1113 LB, E=1026 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1&P2&P3&P4 (*)Height H = 9 ft Width W = 27 ft Max. wind shear = 99 plf Allowable Wind = 364 plf Ratio = 2 727 % Max. seismic shear = 119 plf Allowable Seismic = 260 plf Ratio = 4646 % Max. Deflection = 0.513 in at Panel P1&P2&P3&P4 (*)Allowable Deflection = 2.160 in Ratio = 2 424 % (*) See ne xt page s for m ore i nformati on of s he arwall wi t h openi ng des ign O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 3.00 9.00 LE 1311 180 0 0 0 375 346 0/655 HDU2/4X6 3075/12031 0.00/0.05 RE 0 0 0 0 0 0 0 0/0 NO_UPLIFT 0.00/0.00 P4 3.00 9.00 LE 0 0 0 0 0 0 0 0/0 NO_UPLIFT 0.00/0.00 RE 1311 180 0 0 0 375 346 0/655 HDU2/4X6 3075/12031 0.00/0.05 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 12/25 De si g n O KDesign O K Shear capacity adjustment factor Co = r x L =0.73 (r = 1/(1 + A0/h∑Li) 3-2r ∑Li A0: Total area of opening in the perforated shear wall individual opening areas calculated as the opening width times the clear opening height Unit shear v = Max(W, E) =129.71 plfC0∑Li Ge ne r a lGeneral Wind W (lbs)1113 Seismic E (lbs)1334 Total wall width L (ft)27.00 Plate height H (ft)9.00 H1 (ft)2.50 H2 (ft)5.25 H3 (ft)1.25 L1 (ft)3.00 L2 (ft)5.00 L3 (ft)4.00 L4 (ft)3.00 L5 (ft)4.00 L6 (ft)5.00 L7 (ft)3.00 A na l ysi sAnalysis Calculate Hold-down Force:T = C =371.00 lb (WIND) 444.73 lb (SEISMIC) Calculate shear stress above va = vb =98.93 plf (WIND) and below openings:118.60 plf (SEISMIC) C a l cul a t e De f l e ct i o nCalculate De f l e ct i o n Deflection: ∆= 8 v h3 + v h + h da E A b 1000Ga b S HE A R W A LL W ITH O P E N I N G: S W _LI N E A 1 st F l o o r GR ID A - LE F T O F N E W B E D# P a ne l P 1 &P 2&P 3&P 4SHEARWALL W I T H O P E N I N G: S W _L I N E A 1 st F l o o r G R I D A - L E F T O F N E W B E D# P a ne l P 1 &P 2&P 3&P 4 ai (ft)Lpi (ft) WIND SEISMIC Pier shear stresses Strap Force Corner shear stresses Pier shear stresses Strap Force Corner shear stresses Vpi (lb)vpi (plf)Fi (lb)Vai (lb)vai (plf)Vpi (lb)vpi (plf)Fi (lb)Vai (lb)vai (plf) 2.14 5.14 212.00 70.67 212.00 0.00 0.00 254.13 84.71 254.13 0.00 0.00 2.86 8.36 344.50 86.13 282.67 -86.57 -21.64 412.97 103.24 338.84 -103.77 -25.94 1.50 8.36 344.50 86.13 148.40 -86.57 -21.64 412.97 103.24 177.89 -103.77 -25.94 1.50 5.14 212.00 70.67 148.40 0.00 0.00 254.13 84.71 177.89 0.00 0.00 2.86 282.67 338.84 2.14 212.00 254.13 S he a r wa l l T yp e a nd S t r a pShearwall T yp e a nd S t r a p Max Actual (plf)Allowable (plf) Adjusted Factor by H/W Adjusted Allowable (plf)Shearwall Type Strap Design Wind Seismic Wind Seismic Max Force (lb)Selected Allowable (lb) 98.93 118.60 260 1.00 364 260 1 338.84 CS16 1705 Total length of wall with full sheathing b = 14.00 ft Delta Left ∆L = 0.09 in Delta Right ∆R = 0.09 in Max Deflection = (Cd/I) x Max(∆L,∆R) x 1.4 = 0.51 in Allowable Defl. = 0.02 x h = 2.16 in : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 13/25 S W _LI N E BSW_L I N E B 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 27.00 Total panel Length (ft): 7.50 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (S-N)_ROOF (Span=27.5ft): W=1113 LB, E=1026 LB DIAPHRAGM D2 (S-N)_ROOF (Span=17.5ft): W=1103 LB, E=383 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 2USE P A N E L T Y P E 2 Maximum shear check at Panel P1 Height H = 9.00 ft Width W = 7.50 ft Max. wind shear = 296 plf Allowable Wind = 476 plf Ratio = 6 262 % Max. seismic shear = 244 plf Allowable Seismic = 340 plf Ratio = 7 272 % Max. Deflection = 1.193 in at Panel P1 Allowable Deflection = 2.160 in Ratio = 5 555 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.L o c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 7.50 9.00 LE 506 180 0 0 0 2767 1760 2464/2947 HDU2/4X6 3075/12031 0.80/0.24 RE 506 180 0 0 0 2767 1760 2464/2947 HDU2/4X6 3075/12031 0.80/0.24 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 14/25 S W _LI N E CSW_L I N E C 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 15.00 Total panel Length (ft): 14.50 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D2 (S-N)_ROOF (Span=17.5ft): W=1103 LB, E=383 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 9.00 ft Width W = 14.50 ft Max. wind shear = 76 plf Allowable Wind = 364 plf Ratio = 2121 % Max. seismic shear = 34 plf Allowable Seismic = 260 plf Ratio = 1 313 % Max. Deflection = 0.312 in at Panel P1 Allowable Deflection = 2.160 in Ratio = 1 414 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 14.50 9.00 LE 979 180 0 0 0 699 243 112/878 HDU2/4X6 3075/12031 0.04/0.07 RE 979 180 0 0 0 699 243 112/878 HDU2/4X6 3075/12031 0.04/0.07 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 15/25 S W _LI N E 1SW_L I N E 1 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 44.00 Total panel Length (ft): 16.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (W-E)_ROOF (Span=27ft): W=937 LB, E=1021 LB DIAPHRAGM D2 (W-E)_ROOF (Span=14.5ft): W=0 LB, E=342 LB Strap Drag Force (LB) Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 9.00 ft Width W = 16.00 ft Max. wind shear = 59 plf Allowable Wind = 364 plf Ratio = 1 616 % Max. seismic shear = 111 plf Allowable Seismic = 260 plf Ratio = 4343 % Max. Deflection = 0.484 in at Panel P1 Allowable Deflection = 2.160 in Ratio = 2 222 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 16.00 9.00 LE 1080 180 0 0 0 537 781 525/1221 HDU2/4X6 3075/12031 0.17/0.10 RE 1080 180 0 0 0 537 781 525/1221 HDU2/4X6 3075/12031 0.17/0.10 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 16/25 S W _LI N E 2SW_L I N E 2 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 28.00 Total panel Length (ft): 8.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D2 (W-E)_ROOF (Span=14.5ft): W=755 LB, E=342 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 2USE P A N E L T Y P E 2 Maximum shear check at Panel P1 Height H = 9.00 ft Width W = 8.00 ft Max. wind shear = 94 plf Allowable Wind = 476 plf Ratio = 2020 % Max. seismic shear = 56 plf Allowable Seismic = 340 plf Ratio = 1 616 % Max. Deflection = 0.336 in at Panel P1 Allowable Deflection = 2.160 in Ratio = 1 616 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 8.00 9.00 LE 540 180 0 0 0 882 400 558/1061 HDU2/4X4 3075/7656 0.18/0.14 RE 540 180 0 0 0 882 400 558/1061 HDU2/4X4 3075/7656 0.18/0.14 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 17/25 S W _LI N E 3SW_L I N E 3 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 29.00 Total panel Length (ft): 14.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D2 (W-E)_ROOF (Span=27ft): W=1406 LB, E=638 LB DIAPHRAGM D2 (W-E)_ROOF (Span=3ft): W=0 LB, E=71 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 9.00 ft Width W = 14.00 ft Max. wind shear = 100 plf Allowable Wind = 364 plf Ratio = 2 727 % Max. seismic shear = 66 plf Allowable Seismic = 260 plf Ratio = 2 525 % Max. Deflection = 0.438 in at Panel P1 Allowable Deflection = 2.160 in Ratio = 2 020 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 14.00 9.00 LE 945 180 0 0 0 923 465 356/1103 HDU2/4X4 3075/7656 0.12/0.14 RE 945 180 0 0 0 923 465 356/1103 HDU2/4X4 3075/7656 0.12/0.14 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 18/25 1112 W 6TH ST SANTA ANA, CA 92703 19/25 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)324 @ 2 1/2"2231 (3.50")Passed (15%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)290 @ 8 11/16"1238 Passed (23%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1035 @ 6' 9 1/2"1060 Passed (98%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.602 @ 6' 9 1/2"0.925 Passed (L/277)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)1.078 @ 6' 9 1/2"1.388 Passed (L/154)--1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/180) and TL (L/120). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - SPF 3.50"3.50"1.50"143 181 324 Blocking 2 - Beveled Plate - SPF 3.50"3.50"1.50"143 181 324 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)Continuous Dead Roof Live Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 13' 7"16"15.0 20.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by K.J. Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 14' 5 5/8" MEMBER REPORT PASSED Level, (1112 6TH)_2X6 R.R. @ 16" O.C. OVER LIVING-ADU 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/2/2023 6:14:57 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 20/25 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)172 @ 2 1/2"1434 (2.25")Passed (12%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)158 @ 9"1238 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)676 @ 8' 2"1060 Passed (64%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.463 @ 8' 2"1.061 Passed (L/413)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.926 @ 8' 2"1.592 Passed (L/206)--1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/180) and TL (L/120). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"87 87 174 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"87 87 174 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)Continuous Dead Roof Live Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 16' 4"16"8.0 8.0 Default Load Member Notes (converted from: Floor Joist) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by K.J. Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, (1112 6TH)_2x6 C.J. @ 16" O.C - Over Bed#1_ADU-type changed 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/2/2023 6:21:45 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 21/25 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : Yes E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : L o ad _R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 4.25 ft, Trib W id th = 8 ft W all_Ex: D = 1 5 p sf, fro m: 0 --> 4.25 ft, H eig ht = 1 .5 ft 2 -2 x 6 -D o u g l a s F ir -L a r c h N o .22-2 x 6 -D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.3, Cfu = 1, Ci = 1, Cr = 1.15 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:3 2 %3 2 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :2.12 ft A pp lied M oment:687 lb -ft A llowab le Mo m ent :2120 lb -ft M ax. Shear Ratio :2 0 %2 0 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:4.25 ft A pp lied Shear:496 lb A llowab le Shear:2475 lb M ax. Live Deflect ion:1 3 %1 3 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;2.12 ft A pp lied Deflect ion:0.018 in A llowab le Deflectio n:0.142 in M ax. To t al Deflectio n:1 6 %1 6 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:2.12 ft A pp lied Deflect ion:0.034 in A llowab le Deflectio n:0.212 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 307 0 340 0 0 0 0 0 647/0 2 307 0 340 0 0 0 0 0 647/0 B E A M I DBEAM I D : 1: 1 Des crip t ion: #1-HDR R EA R OF P ORCH-A DU : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 22/25 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 2325/2325 Ig nore shear wit hin (d): Yes F v (p si): 310 Rep et it ive m em ber : Yes E (ps i): 1550000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : L o ad _F lo o r: D = 8, L = 8 p sf, fro m: 0 --> 1 4 ft, Trib W id th = 1 3.25 ft 3 1 /2 x 1 1 1 /4 -T im b e r s t r a n d L S L 1 .5 5 E3 1 /2 x 1 1 1 /4 -T im b e r s t r a n d L S L 1 .5 5 E Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, Cr = 1.15, Cv = 1.01 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:3 3 %3 3 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Mo m ent :7 ft A pp lied M oment:5420 lb -ft A llowab le Mo m ent :16548 lb -ft M ax. Shear Ratio :1 9 %1 9 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:1549 lb A llowab le Shear:8138 lb M ax. Live Deflect ion:3 0 %3 0 % Lo ad Co m binatio n:L Lo catio n o f M ax. Deflectio n;7 ft A pp lied Deflect ion:0.142 in A llowab le Deflectio n:0.467 in M ax. To t al Deflectio n:4 2 %4 2 % Lo ad Co m binatio n:D + L Lo catio n o f M ax. Deflectio n:7 ft A pp lied Deflect ion:0.297 in A llowab le Deflectio n:0.7 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 807 742 0 0 0 0 0 0 1549/0 2 807 742 0 0 0 0 0 0 1549/0 B E A M I DBEAM I D : 2: 2 Des crip t ion: #2-CEILIN G B M OVER (N )KITCHEN -(N )A DU : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 23/25 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : Yes E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : L o ad _R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 4.25 ft, Trib W id th = 1 ft W all_Ex: D = 1 5 p sf, fro m: 0 --> 4.25 ft, H eig ht = 1 .5 ft PO IN T Sup p . 2 o f Beam 2 @ 3.25ft, (D =807 L =742) P o int Load 4 x 8 -D o u g la s F i r -L a r c h N o .24x8-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.3, Cfu = 1, Ci = 1, Cr = 1.15 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:3 7 %3 7 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Mo m ent :3.25 ft A pp lied M oment:1255 lb -ft A llowab le Mo m ent :3438 lb -ft M ax. Shear Ratio :4 1 %4 1 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Shear:4.25 ft A pp lied Shear:1252 lb A llowab le Shear:3045 lb M ax. Live Deflect ion:6 %6 % Lo ad Co m binatio n:L Lo catio n o f M ax. Deflectio n;2.38 ft A pp lied Deflect ion:0.008 in A llowab le Deflectio n:0.142 in M ax. To t al Deflectio n:8 %8 % Lo ad Co m binatio n:D + L Lo catio n o f M ax. Deflectio n:2.34 ft A pp lied Deflect ion:0.018 in A llowab le Deflectio n:0.212 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 282 175 43 0 0 0 0 0 457/0 2 709 567 43 0 0 0 0 0 1277/0 B E A M I DBEAM I D : 3: 3 Des crip t ion: #3-HDR R IGHT OF LIVIN G-A DU : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 24/25 Weight of Footing Weight of Pad POINT Wall_In P a d /F o o t i ng IDPad/F o o t i ng I D : 1: 1 Description: @ REAR OF KITCHEN (1_BM-2) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Lo a d i ng :Lo a d i ng : 150.00 PLF = 150 x 1.00' x 1.00' 900.00 LB = 150 x 2.00' x 2.00' x 1.50' From Support 1 of Beam 2 (1549LB) D = 10 psf, Height = 9 ft F o o t i ng C he c k:F o o t i ng C he c k : Total Weight: Wto t al = 240 PLF Footing Width Required: Bf = Wt otal / SB = 240/1500 x 12 = 1.92 in U S E 1 2" W I DE X 1 2" DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O )U S E 1 2 " W I DE X 1 2 " DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O ) P a d C he c k:P a d C he c k : Total Point Load (Pt otal) = 2449 LB Footing Length to check point load L = 3.5 + 2 x (12 + 6) = 39.50 in Footing Width B = 12 in Capacity of Point Load on Footing: Pcap = (SB x L x B) / 144 = 4937.50 LB Allowable Point Load on Footing: Pallo w= Pcap - (Wt otal x L / 12) = 4147.50 LB >= Ptotal N O P A D I S N E E D !N O P A D I S N E E D ! : : P r oje ct N o.1112 W 6 th Str e e t P r oje ct Location San ta A n a, C A 9 2 70 3 : : De sign e d B I C h e c ke d T N 0 9 P r in t date : 10 /2 0 2 4 25/25 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 to Total Resulting Stories: Area Added in Past 2 Years 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 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler   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 *(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 *(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 (PR400-402) Fire Sprinkler   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 *(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 *(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 *(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 Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU - GRADING PERMIT EXEMPTION CHECKLIST PCC-16 REV: 11/10/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Address: Yes No 1. ☐ ☐ I have verified that the project address is NOT located on a FEMA designated flood zone (Zone A or AE). 2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the building submittal package. 3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 4. ☐ ☐ The site drainage plans include the following, but not limited to, location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks; drainage slopes and flow patterns, drainage systems such as swales, french drains, water collection and disposal systems, etc. 5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining properties. 7. ☐ ☐ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls except where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales to ensure drainage away from the buildings. Any impervious surfaces within 10 feet of the building foundation are sloped not less than 2 percent away from the building. 8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification letter to the building inspector prior to final inspection. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU - GRADING PERMIT EXEMPTION CHECKLIST PCC-16 REV: 11/10/2020 Page 1 of 1 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Address: Yes No 1. ☐ ☐ I have verified that the project address is NOT located on a FEMA designated flood zone (Zone A or AE). 2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the building submittal package. 3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 4. ☐ ☐ The site drainage plans include the following, but not limited to, location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks; drainage slopes and flow patterns, drainage systems such as swales, french drains, water collection and disposal systems, etc. 5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining properties. 7. ☐ ☐ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls except where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales to ensure drainage away from the buildings. Any impervious surfaces within 10 feet of the building foundation are sloped not less than 2 percent away from the building. 8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification letter to the building inspector prior to final inspection. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: CITY OF SANTA ANA Planning and Building Agency Geotechnica., Investigate 010k Investigation and Report Accessory Dwelling Unit (ADU) Located at: 1112 W 6"' Street Santa Ana CA 92703 Project No.: 24-255 July 22, 2024 ,�� #;\V7A .. VA ,1F Group Priority Engineering Group 335 E. Blueridge Ave. Orange CA 92865 949-391-8200 priorityengineeringgroup09@gmail.com Approved FOR PERMIT ISSUANCE Master ID: Date: CITY OF SANTA ANA Planning and Building Agency INDEX INTRODUCTION.................................................................................................. SITEDESCRIPTION............................................................................................. SCOPEOF WORK................................................................................................. EXPLORATION AND FIELD INVESTIGATION PROGRAMS ........................... LABORATORY TESTING PROGRAM.................................................................. SUMMARY OF SOIL AND DESIGN PROPERTIES ........................................... Approved 'TORT ERMIT ISSUANCE ... 1 .Masterl.lD: . Date: 2 BASIC SOIL PROPERTIES........................................................................................ 2 MAXDENSITY.......................................................................................................... 2 DIRECTSHEAR.......................................................................................................... 2 BEARINGVALUE........................................................................................................ 2 SOIL PRESSURE FACTORS..................................................................................... 3 SEISMICFACTORS.................................................................................................. 3 SOLUBLESULFATE.................................................................................................. 3 EXPANSIVESOIL...................................................................................................... 3 GROUNDWATER....................................................................................................... 4 LIQUEFACTION.......................................................................................................... 4 SHRINKAGE AND SUBSIDENCE............................................................................ 4 SETTLEMENT.............................................................................................................. 4 DRAINAGE................................................................................................................. 5 CONCRETE SLAB CONSTRUCTION...................................................................... 5 FOOTINGDESIGN................................................................................................... 5 FOUNDATION........................................................................................................... 5 PAVEDAREAS.......................................................................................................... 5 FLOORSLABS........................................................................................................... 6 DRIVEWAYS AND PARKING AREAS..................................................................... 6 UTILITYTRENCHES................................................................................................ 6 FILL PLACEMENT & COMPACTION REQUIREMENTS ......................................... 6 ADDITIONAL SERVICES REQUIRED.................................................................... 7 CONCLUSION........................................................................................................... 7 INSPECTION............................................................................................................. 8 SEASONAL LIMITATIONS....................................................................................... 8 GENERAL..................................................................................................................... 8 Soil Classification Chart ............................................................................ A A Laboratory Testing Procedures................................................................ B PBoring Log................................................................................................... C1/C2 P Maximum Density Curve........................................................................... D1/D2 EDirect Shear............................................................................................... E1/E2 NDesign Maps............................................................................................... G1 DDesign Seismic Report .............................................................................. G2 IBoring Location......................................................................................... H XVicinity Map................................................................................................. I Lateral Earth Pressure.................................................................. J LiquefactionMap............................................................................ K INTRODUCTION Priority Engineering has conducted a site inspection, made a physical test of on-si the following report of Geotechnical Investigation for the residential property locz Santa Ana CA 92703. The investigation was made to provide site evaluation and c proposed accessory dwelling unit (ADU) to be constructed on the site. SITE DESCRIPTION The site, Assessor Parcel 008-083-06. Latitude 33.749485 Longitude-117.881629 CITY OF SANTA ANA PlannipplpkB ail it g Agency Tanta Ana CA 92703 Approved FOR PERMIT ISSUANCE soils and prepared edat111.2 W6`"St, Date: The site is a 6534 square ft rectangular shaped lot. North and south property line is 53 ft, east and west property line is 125 ft. The existing residence is a 2 bedroom, 1 bathroom, 448 sq ft structure, built in 1910. The property is a 1 story single family residence with a long driveway leading to a detached garage. Rear yard has a perimeter wooden fence. Surrounding houses are composed of single family, wood framed, residential structures on similar size lots. SCOPE OF WORK Our scope of work consists of field and laboratory programs to evaluate the physical and engineering properties of the onsite soils. Description of the exploration and laboratory programs are presented below. EXPLORATION AND FIELD INVESTIGATION PROGRAMS On July 11, 2024, a field exploration was performed, which consisted of 2 borings, in the approximate location of the proposed addition. Hole #1 was drilled to a depth of 10 ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 20" was 11.3%, at 45" was 8.6%, at 72" was 13.8%. Ring samples taken at 1 Oft and bulk sample taken at 5 ft. for laboratory testing. The soil encountered was olive brown silty sand. The description of the subsurface soil and the depth of boring # 1 are shown in Boring Log C 1. Hole #2 was drilled to a depth of 5ft. Equipment used was a hand operated power auger with extensions. Moisture tests taken at 25" was 10.7%, at 50" was 7.1 % and at 60" was 11.6%. Ring samples taken at 5 ft and bulk sample taken at 3 ft. for laboratory testing. The soil encountered was olive brown silty sand. The description of the subsurface soil and the depth of boring #2 are shown in Boring Log C2. LABORATORY TESTING PROGRAMS Samples of the in -situ soils recovered from the borings were used for our visual material and further laboratory testing to obtain data for foundation design and recommendations. The laboratory testing consisted of performing classification, strength (shear), di density and moisture content; and determining the moisture -density relationship CITY OF SANTA ANA PlannirA� Bpil� g Agency �antaAna CA 92170; Approved FOR PERMIT ISSUANCE ssification of the preparation Master ID: Date: mining in -situ dry Descriptions of test procedures are included in the Appendix of this report. The results of the testing are the basis for the conclusions and recommendations in the report. SUMMARY OF SOIL AND DESIGN PROPERTIES The following subsections and sections will present our detailed conclusions and recommendations for the development of the site. Basic Soil Properties Maximum Density The Maximum Density for the olive brown silty sand per (ASTM D1557) Boring #1 117.8 pcf @ 13.2% MC Boring #2 118.6 pcf @ 13.1 % MC For compaction control during excavation and recompaction of the on -site soils use: Boring #1 116.02 pcf (q�, Optimum moisture Boring #2 106.74 pcf @ Optimum moisture Direct Shear The Shear values for the olive brown silty sand per (ASTM D3080) Bearing Value Peak Boring #1 330 Boring #2 250 For design purposes 2700 psf Ultimate Angle 140 280 140 270 2 Soil Pressure Factors Earth Pressure Factors 28 Maximum Dry Density = Active Earth Pressure Ka= Pa= Passive Earth Pressure Kp= Pp= At Rest Kat= Pat= 117.8 y= 106. 0.3610334834 38.27676991 2.7698261953 293.6569732257 0.5305284373 56.2466249225 Seismic Factors PGAM: 0.66 TL: 8 SMs: 1.76 Ss: 1.48 Smi: 1.22 Si: 0.53 SDs: 1.17 Vs30: 260 SD1: 0.81 A full list of Seismic factors is in the Attachment `G' CITY OF SANTA ANA Plannin jjB6Ajlgtng Agency ;anti Ana _1CA 92703 Approved FOR PERMIT ISSUANCE Master ID: Date: Soluble Sulfates The results of the limited in-house laboratory tests indicate that the on -site soils tested contain a water-soluble sulfate content of. 16 by weight. Based on Table 19.3.1.1 ofACI 318-14, the Exposure Class S1 is appropriate for onsite soils. Water cement ratio (0.50) shall be adjusted to produce a low slump (<3inches>) mix. Concrete specifications may be changed by the Structural Engineer. Type V cement is not required but is recommended for use. Strength should be 4000 psi. Expansive Soil The soil found on this site consists of silty sand. The soil found on the site is not expansive. A modified test in the laboratory and the condition of the concrete paving and foundations on site show no signs of expansive reaction in the soil. 3 CITY OF SANTA ANA Plannip �JB(41�)i g Agency S Ana CA 92703 Groundwater Approved FOR PERMIT ISSUANCE Groundwater was not encountered within the borings. Groundwater is not expecte e encountered within the site. Master ID: Liquefaction Date: 0- Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal defor- mations), 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 move- ment/lateral spreading, oscillation, etc, due to potential liquefaction are not anticipated to be credible hazards for the proposed new structure. Differential settlement due to liquefaction (and reduction in foundation soil -bearing capacity) is roughly estimated to be about 1/ inch (for a horizontal distance of 40 feet). This is only a rough esti- mate. To reduce the potential adverse effects to the new structure due to potential liquefaction induced differ- ential settlement and/or reduction in foundation soil -bearing capacity, a strengthened foundation sys- tem with thicker and stronger reinforcement slabs and deeper and wider and stronger reinforcement footings as compared to a regular foundation system for a residential structure as recommended in this report should be used for the new structure. During our research, and in conversations with other Engineers and Contractors, it was discovered many of the new residences in the area have been designed and constructed with regular, shallow foot- ings with slabs on grade, not with strengthened foundation supports. Our belief is if the area would be liquefied due to a very strong earthquake, the potential for damage to the proposed new structure which will be structurally designed in accordance with new building codes, if any, would be much less severe than the existing on -site structure and existing homes in the vicinity. These homes were built and designed structurally based on old building codes. It should be noted that in accordance with SP117A, a detailed site -specific liquefaction study is not required since the proposed new structure is less than three stories and less than four units. Shrinkage and Subsidence Based on the in -place densities of the natural soil and assuming an average fill density of 92 percent relative compaction, calculations indicate that there will be a 5 percent decrease in volume between the cut and fill operations. In addition, it is estimated that there will be 0.15 of a foot of subsidence due to reworking the surface soils. Settlement When constructed in accordance with the specifications in this report, total settlement is estimated to be 0.25 inch and differential settlement over a 20 foot span less than 0.25 inch. 4 CITY OF SANTA ANA Plan gijy�aWc wi 1png Agency anta Ana CA 92703 Drainage Approved According to CBC 2022, Chapter 18, 1804.4, Site Grading, the ground immediate) aR9c1Pt4fIJ ISSUANCE foundation shall be sloped away from the building at a slope of not less than one ur it vertical in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured peril icula tto the face of the wall. If physical obstructions of lot lines prohibit 10 ft of horizontal dis cst a Spercent slope shall be provided at an approved alternative method of diverting water away roam the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent, Vithin tO feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building. Concrete Slab Construction Footing Design Exterior and interior footings for a single story structure should be founded 16 inches below the lowest adjacent grade with a minimum width of 12 inches. Two story structures shall have footings 24 inches below the lowest adjacent grade with a minimum width of 15 inches. Reinforcement should consist of four #4 reinforcing bars placed two at the top and two at the bottom of the footing. These reinforcing bars shall be positioned with minimum cover of 2 inches at the center of all continuous footings, properly lapped and tied. Footings must be strengthened for the remodel. Foundation Over excavate all building areas three feet and three feet beyond foundation dimension, or to compe- tent insitu soils as determined by field test during excavation, whichever is deeper. Scarify exposed subgrade 8 inches and moisturize to optimum moisture content. Compact to minimum 90% density and replace soil in 8 inch lifts, moisturize and compact to minimum 90% of maximum density. Paved Areas- General Paved areas consist of concrete patios, sidewalks and driveways. There are different requirements for the preparation of each of these areas. Concrete patios are generally adjacent to the building itself. Proper preparation of the area for con- crete patios is extremely important. Improper compaction or preparation will permit cracks and settle- ment of the paving that are not acceptable. It is required that all areas for concrete patios be excavated 12 inches and recompacted to the proper density as described above. 5 Floor Slabs The concrete slab design shall be in accordance with the provisions of Cal Green It is recommended that concrete floor slabs in areas to be covered with moisture be constructed over a 10 mil plastic membrane. The plastic membrane should be sealed, and protected with 2 inches of sand. CITY OF SANTA ANA PlanijiMaV�pff ng Agency ita Ana CA 92703 Approved fOR PERMIT ISSUANCE ;itive coverings, Date: At a minimum, the floor slab shall be reinforced with # 4 reinforcing bars placed 1 throughout the entire slab and shall be placed in the center of a 5 inch slab. The subgrade soils tend to dry out prior to placing the floor slab, therefore, prior to placing concrete, the sub -grade soils shall be -remoisturized to 90 % of optimum moisture to a depth of 12 inches. Driveways and Parking Areas Asphalt paving shall be a minimum of 2 inches of inch maximum aggregate asphalt over 4 inches of 3/4 inch crushed rock, gravel or miscellaneous base. The sub grade shall be compacted to 95% minimum and the aggregate base shall be compacted to 90% of maximum density minimum. Concrete driveways and parking areas shall be constructed a minimum of 4 inches thick with construction joints at a maximum of 10 feet. Minimum reinforcement shall consist of #3 reinforcing bars crossing at 24 inches on center and placed in the center of the slab. The driveway shall be constructed over a minimum of 3 inches of crushed rock, gravel or miscellaneous base. Prior to placing concrete, the driveway sub -grade shall be saturated to 100% of optimum moisture to a depth of 12 inches. Utility Trenches The development of the site will obviously require utility trenches. Although these trenches are limited in scope, they present significant problems when they are not properly dug and properly backfilled. On site material may be used for utility line backfill. The backfill shall be compacted to 90% of max density. Fill placement and compaction requirements Material for engineered fill should be select free of organic material, debris, ad other deleterious sub- stances, and should not contain fragments greater than 3 inches in maximum dimension. On -site exca- vated soils that meet these requirements may be used to backfill the excavated Residential Building area. All fill should be placed in 6 inch thick maximum lifts, watered or air dried as necessary to achieve near optimum moisture conditions, and then compacted in place to a maximum relative compaction of 90%. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with Test Method ASTM D 1557. A representative of the project consultant should be present on -site during grading operations to verify proper placement and compac- tion of all fill, as well as to verify compliance with the other geotechnical recommendations presented herein. n Additional Services Required Priority Engineering Group shall be called to provide the following services. All earthwork to be performed under the observation and testing of the Geotechnic; Engineering personnel reporting to the Geotechnical Engineer. All earthworks, inc backfill and preparation of subgrade, should be performed in accordance with the g mendations presented in this report. All import fill material to be approved by Geo prior to importing to the site for use as compacted fill. Conclusion CITY OF SANTA ANA Planijily,aV�yil�,ding Agency itaAna CA 921703 Approved FOR PERMIT ISSUANCE or vation, recom- Development of the site, as proposed, is considered feasible from a Geotechnical Engineering perspec- tive, assuming the recommendations in this report are incorporated in the design and implemented in the field. When constructed in accordance with the specifications in this report the site will be safe and adequate for the intended use. 7 Inspection The Soils Engineer shall provide inspection for the site clearing and grading in grading was done in accordance with the approved plans and grading specifics Seasonal Limitations CITY OF SANTA ANA Planjin gandbP,y ding Agency St [nta AnarC�"A 92703 Approved FOR PERMIT ISSUANCE to cert1Iv that the Mate ID: Date: No fill shall be placed, spread, or rolled during unfavorable weather conditions. When work is inter- rupted by heavy rains, fill operations shall not resume until the field tests by the Soils Engineer indi- cate the moisture content and density of the fill are as previously specified. General The recommendations contained in this report are based on the results of field investigation and labor- atory testing and represent our best engineering judgment. When prepared in accordance with the rec- ommendations, the site will be suitable and acceptable and safe and adequate for the proposed con- struction. It should be understood that subsurface conditions can and will vary throughout the site. Before providing bids, contractors shall make thorough explorations and findings. If soil conditions encoun- tered during grading differ substantially from those described in this report, this office should be noti- fied immediately so that appropriate recommendations can be made. This consultant is not responsible for any financial gains or losses accrued by persons/firms or any third party in this report. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative, to ensure that the information and recommendations contained herein are called to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications and that the necessary steps are taken to see that the Contractors and Subcontractors carry out such recommendations. Respectfully submitted, Priority Engineering Group George Bach RCE 11092 / GE 107 8 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE vlaster ID: Date: Aw- PPE'NDI.X CITY OF SANTA ANA UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE -GRAINED SOILS (more than 50% of material is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines) Walt -graded gravels, gravel -sand `'W GRAVELS �`afs mixtures, little or no fines More than 50%ye GP Poorly graded gravels, gravel -sand of coarse mixtures. little or no fines � �- fraction larger --------- ----- Gravels with tines (AAore than 12% fines) than No. 4 sieve size GM ) Sty gravels, gravel -sand -silt mixtures GC ` Clayey gravels, gravel -sand -clay mixtures Clean Sands(Less than 5% fines SW Well -graded sands, gravelly sands, ' Nttle or no fines SANDS--- 50% or more i Pommy grew sands, gravelly sands, of coarse I little or no tines fraction smaller ems„ with fines than 12% fines than No. 4 -� --- --- sieve size '�' $M Silly sands, sand -silt mixtures SC Clayey sands, sand clay mixtures FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) inorganic sills and very fine sands, rock SILTS ML flour, silty of clayey fine sands or clayey AND oft with slight plasticity Inorganic days of low to medium CLAYS Liquid limit CL plasticity, grey days, sandy clays, less than silty days, lean days 50% -- OL Organic sifts and organic silty days of low plasticity iI Inorganic silts, micaceous or MH diatomaceous fine sandy or silty soils, SILTS ! eiastic silts AND--- -- ---------- ...� CLAYS Inorganic ch" of high pludcIty, fat CH Liquid limit days 50% or greater M. OH Organic days of medium to high > plastic b, organic silts HIGHLY ORGANIC ; PT Peat and other highly organic soils SOILS LABORATORY Approved IR PERMIT ISSUANC TION CRITERIA Master ID: _ D Date: p T---- GW Cu = D ii0 greater than 4 Cc = 30 between 1 and 3 10 GP Not meeting all gradation requirements for GW GM Aderberg limits below "A" line or P.1. less than 4 Above "A" line with P.I. between 4 and 7 are borderline cases GC Atterberg limits above 'A" requiring use of dual symbols line with P.I. greater than 7 SW Cs D- greater than 4: Cc = D DXoD between 1 and 3 10 10 60 Sp Not meeting all gradation requirements for GW SM Atterberg limits below "A" Limits plotting in shaded zone line or P.I. less than 4 with P.I. between 4 and 7 are Atterberg limits above "A" bord"ne cases requiring use Sc line with P.I. greater than 7 of dual symbols. Determine percentages of sand and gravel from grain -size curve. Depending on percentage of fines (fraction smaler than No. 200 sieve size), ooarse-graved soils are classified as follows: Less then 5 percent .................................. . . GW. GP, SW, SP More than 12 percent ................ .... . . . ....... . GM, GC, SM, SC 5 to 12 percent . .. . ... . . . ......... Border** cases requidr►g dual symbols 1112 W 6th St Santa Ana Ca 92703 Soil Classification `A' PRIORITY ENGINEERING GROUP CITY OF SANTA ANA CYI LABORATORY TESTING PROCEDURES Approved FOR PERMIT ISSUAN Moisture/Density <ASTM D2216> The field density of the soils was determined by split barrel sampling. The sampling. The sa t� equipped with 2W brass liner rings and was driven manually. Date: Settlement <ASTM D2435> The settlement characteristics of the in -situ soil are determined by performing standard consolidation tests on undisturbed specimens. The samples are tested in the original sample liner ring and the increment loads for consolidation are applied for periods of 24 hrs by means of a single counterbalance lever system. The pressure settlement curves are shown on the attached plates. Shear Strength <ASTM D3080> The shear strength of the soil is determined by performing direct shear tests and unconfined compression tests. The direct shear tests are performed on both undisturbed specimens and on samples remolded to 90% of ASTM: D-1557-(Current Version) Method A. The samples are either tested at in -situ moisture or are saturated to simulate the worst field condition and sheared at a constant rate of 0.1 inches per minute. The relationship between normal stress is shown on the attached Direct Shear Summary. The unconfined shear strength of selected undisturbed specimens and is determined in accordance with ASTM: D2166. These tests are performed at the existing moisture content. The results of these tests are shown on the Boring Logs. Maximum Density/Optimum Moisture <ASTM D1557> The maximum density relationship to optimum moisture was determined in accordance with ASTM D1557- (Current Version) method A (5 layer method). Expansive Index <ASTM D4829> The expansive potential was determined in accordance with the "Expansion Index Test". Samples are remolded at 49% to 51 % saturation using a specific gravity of 2.7. A total load of 12.63 Ibs is applied to the sample and allowed to consolidate for 10 minutes. The sample is then saturated with distilled water and allowed to swell for a minimum of 24 hrs. Soluble Sulfate Content >ACI 318> <ASTMC1580> The concentration of soluble sulfates in the soils is determined by measuring the optical density of a barium sulfate precipitate. The precipitate results from a reaction of barium chloride with water extractions from the soil samples. The measured optical density is correlated with a calibration curve obtained from readings on precipitates of known sulfate concentrations. Particle Size Analysis of Soils <ASTM D422> This method covers the quantitative determination of the distribution of particle sizes in soils. The distribution of particle sizes retained on the No. 200 sieve is determined by sieving while the distribution by a sedimentation process, using a hydrometer to secure the necessary data. 1112 W 6th St Santa Ana Ca 92703 Laboratory Testing Procedure `B' PRIORITY ENGINEERING GROUP CITY OF SANTA ANA - -- annuzgan ul In No. 1 Cy Project: Project Number: Date: 07/11/24 Boring ADU 24 •255 Address, City,State Drilling Contractor: Ved Drill igTyQeR PERMI 1112 W 6th St Santa Ana CA 92703 U ISSUAN N Logged B 99 Y JMEDINA Started: Bit Type: Dian-eter: 12:OOPM Hand Auger 6„ Drill Crew: PRIORITY CVNAActnr E Completed: Hammer Type: IF) Date: US A Ticket Number: NA NA Backfilled: X Hammer Weight: Ham Groundwater Depth: Total Depth of Boring: None 1 Oft. Lithology a 01 ? J Soil Group Name: modifier, color, moisture, density/consistency, a Z U grain size, other descriptors r 2' +� a E a, L T a v C .o N E: p 0 Rock Description: modifier, color, hardness/degree of concentration, v u1 bedding and joint characteristics, solutions, void conditions. Q 0-12" Light grayish brown sandy silt, dry, crumbly, z 3 4 s 7 e 9 12-29" Olive brown sandy silt, fine, non plastic, non sticky, Bulk @ 5ft 11 29-50" 12 13 1a 50-71" 1s 71-120 17 18 19 t Light brown silty sand, fine, moist non sticky, non plastic Olive brown silty sand, fine, moist non sticky, non plastic Light reddish brown sand, fine, moist soft Ring @ 1 Oft END OF BORING @ 1 Oft. 11 - W 6t'' St SantaAna Ca 92703 Boring Log `C1' PRIORITY ENGINEERING GROUP 45" 1 8.6 72" 1 13.8 CITY OF SANTA ANA 3nofmg-anCl lJL1l1ClIrfg-7Tg7rTqy Project: Project Number: Date: Boring 07/11/24 No. 2 ADU 24 -255 K, Address, City, State Drilling Contractor: Drill Rig Type: rip P, 1112 W 6th St Santa Ana CA 92703 FOR PERMI NA Logged By: JMEDINA Started: Bit Type: Diameter. 6" 12:OOPM Hand Auger v Drill Crew: PRIORITY Completed: Hammer Type: Date: USA Ticket Number: NA Backfilled: x Hammer Weight: Hamr-her Drop: NA Groundwater Depth: Total Depth of Boring: None 5ft. v Lithology °' E 01 0 Soil Group Name: modifier, color, moisture, density/consistency, W, ) Fa Q, Z v_ 7: grain size, other descriptors t C. C M CL E a)t a a v 0. M ++ aai 7 `" C ° �n E p Rock Description: modifier, color, hardness/degree of concentration, O g U u1 bedding and joint characteristics, solutions, void conditions. Q ' 0-10" Light grayish brown sandy silt, dry, crumbly, roots from 0-24" - z 3 4 10-24" Olive brown sandy silt, fine, non plastic, a _ non sticky, 25" 10.7 a Bulk @ 3ft s 11— 24-45" Light brown silty sand, fine, slight moist - 12 non sticky, non plastic 50,E 7.1 13 14 45-60" Olive brown silty sand, fine, moist non sticky, non plastic 1a -- - '7 60" 11.6 Ring @ 5ft 18 — END OF BORING 05ft. 1s 1112 W e St Santa Ana Ca 927o� Boring Log `C2' PRIORITY ENGINEERING GROUP oved r ISSUANC PROJECT: P.rrorf-tvErigineering SAMPLE ID. PROJECT NO. AL2022 1 DATE TESTED BY Eric Y CHECKED BY: SAMPLE DESCRIPTION: Olive Brown Silty Sand LOCATION: 1112 W 6th St Santa Ana (A 92703 A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D / V) F) DRY DENSITY (E / [(U100) + 11) G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE 1) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H - i) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J / K )' 100) I INU 135 130 105 Method: Mechanical 2 ManuafD 0 -2 -4 -6 % 1929 5 1929.5 1 1929.5 1929.5 grams 39441 3947.3 3885.8 3801.5 grams 014.6 2017.8 1956.3 1872.0 rams 33.1 133.3 129.2 k1 123.6 pcf 15.5 117.7 116.2 1133 pcf 230.2 224.5 235.1 I 2348 g Eram1320.5 1341.6 1375.6 1367.5 1176.8 1211.3 1260.9 12724 grams 143.7 130.3 114.7 951 grams 946.6 986.8 1025.8 1037.6 rams 15.2 13.2 11.2 9.2 percent 4 inch: V= 16.14 pcf/gm 6 inch: V= 33.98 pcf/gm B METHOD USED A,6 or C MOLD 4 inch USED 15.14 MOLD VOLUME CORRECTION V SIEVE 3/8" NUMBER PERCENT RETAINED WITH ROCK CORRECTION MAXIMUM DENSITY [PCF] OPTIMUM MOISTURE [%j WITHOUT ROCK CORRECTION 5 10 15 20 25 30 WATER CONTENT (%) 1112 W 6th St Santa Ana Ca 92703 Maximum Density `D1' MAXIMUM 117 8 DENSITY [PCFj i OPTIMUM 13.2 MOISTURE r/a] PRIORITY ENGINEERING GROUP CITY OF SANTA ANA PROJECT: I'doralyEngineerina SAMPLE ID: PROJECT NO.: AL2022 DATE: TESTED BY: Eric Y. CHECKED BY: SAMPLE DESCRIPTION: Olive Brown Silty Sand LOCATION: 1112 W 6th St Santa Ana CA 92703 A) WATER ADDED B) MOLD TARE WEIGHT C) WEIGHT OF WET SOIL AND MOLD D) WET SOIL WEIGHT (C - B) E) WET DENSITY (D J V) F) DRY DENSITY (E ✓ ((U100) + 1]) G) TARE WEIGHT H) WEIGHT OF WET SOIL AND TARE 1) WEIGHT OF DRY SOIL AND TARE J) WEIGHT OF WATER (H - 1) K) DRY WEIGHT OF SOIL (I - G) L) MOISTURE CONTENT (J 1 K )' 100) 14 131 105 100 Y Method: Mechanical n ManualO Hammer: Approved FOR PERMIT ISSUAN S06245 wlv 17. 2024 0 2 4 6 % 1931.0 1931 D 1931.0 1931.0 grams 3816.5 3900.4 3962.7 3946.5 rams 1885.5 1969.4 2031.7 2015.5 grams 124.5 130.1 134.2 133.1 cf 114.1 1 117.0 118.E 1 115.6 Pcf 234.6 228.4 225.1 229.5 rams 1213.1 955.6 1143.5 1232.0 rams 1131.4 882.6 ` 1036.5 1099.7 rams 81.7 73.0 107.0 132.3 rams 896.8 654.2 811.4 870.2 rams 9.1 11.2 13.2 15.2 ercent a 10 1s 20 25 WATER CONTENT (%) 4 inch: V= 15.14 pcflgm 6 inch: V= 33.98 pcflgm A METHOD USED 1 (A,B or C) 4 inch MOLD USED 15.14 MOLD VOLUME CORRECTION V # 4 SIEVE NUMBER 0.0%/ PERCENT RETAINED WITH ROCK CORRECTION MAXI U DENSITY [PCF] OPTIMUM MOISTURE [%/o] WITHOUT ROCK CORRECTION MAXIMU DENSITY [PCF] so OPTIMUM MOISTURE [%/%] 1112 W 6"' St SantaAna Ca 927" Maximum Density `132 PRIORITY ENGINEERING GROUP CITY OF SANTA ANA Approved FOR PERMIT ISSUANC ,iWE ASCE Hazards Report W HICANSOCIFTVOFCMI FNCINFFHS Address: Standard: ASCE/SEl7-22 Latitude: ��4wg ate: 1112 W 6th St Risk Category: II Longitude: 117.881629 Santa Ana, California 92703 Soil Class: Default Elevation: 105.03716692418136 ft (NAVD 88) a- LI: r e i. WILot Jr Wth ir' Avi p O *„ MANTA.. ANA 0. Q fit.+ St i C.jr u 1/y.i�i� la 1 1.5 CC R. • •; �,:; mid '`' > • a IR'K:r:�t ,'• uN. ti FuI1NIMA, ' I _..•. 't Anahrlia • �rIowa:' rf.R �t71' rpua• 1 .tIllthll�,� "� •..to 1 Fr-uNI,W. ��yy.• �• ram, hour _ I t 1112_W 0`h_$t Santa An-a_Ca 92703 Design Map `G1' PRIORITY ENGINEERING GROUP CITY OF SANTA ANA ■W AKE' AWAUN SOORY OE Wj ENaNE RS Seismic Site Soil Class: Default Results: PGA M : 0.66 SMs 1.76 SM, 1.22 Sos 1.17 Soi 0.81 Seismic Design Category: D Multi -Period MCER Spectrum • • Sa(g) vs T(s) Two -Period MCERSpectrum S.(g) vs T(s) MCER Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. TL SS S, VS30 Approved FOR PERMIT ISSUANC iVlaster ID: Date: 8 1.48 0.53 260 Multi -Period Design Spectrum • i t, Sa(g) vs T(s) Two -Period Design Spectrum Sa(9)vs T(s) Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. 11.72 W f`__$A Santa An-&C�-9-2-703 Seismic Report `G2' PRIORITY ENGINEERING GROUP CITY OF SANTA ANA PlanningI'll RM11M BTN 57. m". Approved ___ FOR PERMIT ISSUANCE Master ID: --------- — R ---- d I Date: I d.e�vd2 1 •1 �J.ww.1n 1 �_ rr.vr w[ _, AV� I 1 I I-g1W��•� 9 1 I A /nq W•Wff I I 10_^K 4�--------- 4----- �rY �� T1(F .IHYO(f r d . �. m I UNIT-2 13 12 �p 13 11OrC /n ------ ------ .w ..... 6 7W IR K Is. 8 * Aw .4Tli •>• — I ......_..�.r.....u., m...®r...,r.. ,e,..ad,..:.Lw EXISTING SITE PLAN PROPOSED SITE PLAN 1W f4h�1I +arrow (N)WOOD FENCE FLOOR PLAN (N)FRONT WOOD FENCE ELEVATION - OUTSIDE LOOKING IN 1112 W 6thSt Santa Ana Ca 92703 Boring Location(s) `H' PRIORITY ENGINEERING GROUP #. ster ID: „f #�M 1 [ C TAL�.NTAGE NCY w ' i i' s t 40 i-t mmita _ 1 F� k VV bth St S j i I W 5th St I W 5th St a, b - 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 INTERIM CITY MANAGER Tom Hatch CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall March 19, 2024 Also sent via email to: tam.vu@hotmail.com Minh Tam Vu The Sun Trust 1112 W. Sixth Street Santa Ana, CA 92703 Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 1112 West Sixth Street (APN: 008-083-06) in Santa Ana, CA Dear Minh, 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 a 996-square-foot detached ADU located at 1112 West Sixth Street (APN: 008-083-06). 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 1112 West Sixth Street, Unit 2 (Address for New 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. Address(es) 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 1112 West Sixth 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 Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager EXHIBIT A: ADDRESS PLAN (E) PRIMARY DWELLING1112 W. 6TH ST. (N) ADU1112 W. 6TH ST.UNIT 2 Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org DETACHED ADU GRADING PERMIT WAIVER REQUEST THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S) A grading permit is required for all new detached buildings including new detached Accessory Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered professional engineer shall be required to be submitted before or concurrently with the architectural plans submittal to the Building Safety Division. Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if all of the following conditions are met. The property owner(s) shall take full responsibility for the site drainage by signing this waiver request agreement below. In order to qualify for the grading permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and sign this waiver request. A copy of this completed checklist shall be made part of the each set of plans. If answering NO to any of the questions, a grading plan and permit shall be required. Project Property Address: Yes No 1. ☐ ☐ 2. ☐ ☐ 3. ☐ ☐ The site drainage shall be constructed such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 4. ☐ ☐ The site drainage shall be constructed such that the drainage will not adversely affect the adjoining properties. 5. ☐ ☐ The project plans includes a site plan that shows site drainage patterns. Grading Permit Waiver Request I/we are requesting a waiver from the standard requirements for a precise grading plan and permit for our ADU project to be constructed at the project address indicated above. In doing so, I/we accept that the design of the site drainage patterns must adhere to the minimum requirements set forth in the current building codes and the County of Orange Drainage Design Manual. By signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials, employees, and agents against any and all claims for damages and costs arising out of the site drainage at the project property. Owner Name(s): (Print) Owner Signature(s): Date: Phone Number: Notes: 1. The building official reserves the right to require a grading permit based on site conditions. 2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones. Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org Dear Property Owner: An application or a building permit h specified at I I �_ V~,1- NOTICE TO PROPERTY OWNER CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANC 1PP-13 CBC 2016 Date: been submitted in our n me listing yourself as the builder of the property improvements i+ %' . c We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your names as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWI_EGMENT AND VERIFICATION OF INFORMATON DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. `fir, '� 1. 1 understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" build- ing permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for ..injuries.to.workers on my prop erty. TL.N 2. 1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. )J�,,�3. 1 understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. ` L, 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. )' v' 5. 1 understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" understate and federal law. 'EL�6. I understand if I am considered an "employer" under state and Federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment com- pensation of each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. `7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontrac- tors and the number of structures does not exceed four within any calendar years, or all of the work is performed under contract with a licensed general building Contractor. 'frX8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any finan- cial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workman- ship or materials. 'YY iV 9. 1 understand I may obtain more information regarding my obligations as an "employer" vice, the United States Small Business Administration, the California Department of Benefit Pay sion of Industrial Accidents. I also understand I may contact the California Contractors' State Li 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. YTUr 10. 1 am aware of and consent to an Owner -Builder building permit applied for in my name party legally and financially responsible for proposed construction activity at the following ad - CITY OF SANTA ANA Planning and Building Agency om the Internal Revenue S . ents, anccLthe California [4�ivi- Y Anse Boa4>JIp9Cpre loo- FOR PERMIT ISSUANC and understand that I am the Master ID: 11. 1 agree that, as the party legally and financially responsible for this proposed construction activity, 1 will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. )UAL12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contactors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the progerty owner's driver's license form notariza- tion. or other verification acceptable to the aaencv is required to be presented when the permit is issued to verify the property owner's signature. Signature of Property OwnerC.�'�'`� Date:- �� Z Print name of Owner ' / m 77A m \JU CO KV+r'�, 1' Coo nq AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Phone Number of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: Print Name of Owner: Date: Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is re- quired to be presented when the permit is issued to verify the property owner's signature. pW � lel, -11160 oo� Q o Q - o too! x fe %I Ljw-CtT PlanM ORA SEHI yr ' T -OOR and Builo� �g Ma.) ID: � Date: h cj col C vi r� a h M r 4T 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