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Home My WebLink About301 E Colombine Ave - Plan& < @ # Ø AB ABV A/C A.C. ACT ACOUS ADJ ADA AFF ALT ALUM ANOD A.P. APPROX ARCH ASPH AV BATT BD BITUM BLDG BLK BLKG BM BOT BR BSMT B.U.R. CAB CARP CATV C.B. CCTV CEM CER CFM CL CLG CLO CLR CMU CNTR COL CONC CONN CONST CONT CONTR CORR C.T. CTSK C.W. (D) D DATA DBL DEMO DET DIA DIM DISP DN D.O. DR DS D.S.P. DW DWG DWR (E) EA EJ ELEC ELEV EMER ENCL EPO E.O.S. EQ EQUIP EXIST EXP EXPO EXT F.A. F.D. FDN FEC FF F.G. FHC FIN FLR FLUOR F.O.C. F.O.F. F.O.M. F.O.S. FPRF FR FS FT FTG FURN FURR GA GALV GC GFI GL GND GR GWB GYP H H.B. H.C. HDWR HDWD HM HORIZ HR HT HVAC H.W. AND ANGLE AT NUMBER DIAMETER OR ROUND ANCHOR BOLT ABOVE AIR CONDITIONING ASPHALT CONCRETE ACOUSTICAL CEILING TILE ACOUSTICAL ADJACENT AMERICANS WITH DISABILITIES ACT ABOVE FINISH FLOOR ALTER OR ALTERNATE ALUMINUM ANODIZED ACCESS PANEL APPROXIMATE ARCHITECTURAL ASPHALT AUDIO VISUAL BATT INSULATION BOARD BITUMINOUS BUILDING BLOCK BLOCKING BEAM BOTTOM BEDROOM BASEMENT BUILT UP ROOFING CABINET CARPET CABLE TELEVISION CATCH BASIN CLOSED CIRCUIT TELEVISION CEMENT CERAMIC CUBIC FEET PER MINUTE CENTER LINE CEILING CLOSET CLEAR CONCRETE MASONRY UNIT CENTER COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CORRIDOR CERAMIC TILE COUNTERSUNK COLD WATER DEMOLISH DEEP, DEPTH DATA COMMUNICATIONS DOUBLE DEMOLISH / DEMOLITION DETAIL DIAMETER DIMENSION DISPENSER DOWN DOOR OPENING DOOR DOWNSPOUT DRY STANDPIPE DISHWASHER DRAWING DRAWER EXISTING EACH EXPANSION JOINT ELECTRICAL ELEVATION EMERGENCY ENCLOSURE EMERGENCY POWER OFF EDGE OF SLAB EQUAL EQUIPMENT EXISTING EXPANSION EXPOSED EXTERIOR FIRE ALARM FIRE DRAIN FOUNDATION FIRE EXTINGUISHER CABINET FINISHED FACE FINISH GRADE FIRE HOSE CABINET FINISH FLOOR FLUORESCENT FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUD FIREPROOF FRAME FULL SIZE FOOT, FEET FOOTING FURNITURE FURRING, FURRED GAUGE GALVANIZED GENERAL CONTRACTOR GROUND FAULT INTERRUPT GLASS, GLAZING GROUND GRADE GYPSUM WALL BOARD GYPSUM HIGH HOSE BIB HOLLOW CORE HARDWARE HARDWOOD HOLLOW METAL HORIZONTAL HOUR HEIGHT HEATING, VENTILATION, AND AIR CONDITIONING HOT WATER I.D. INCL INFO INSUL INT JAN JST JT KIT LAM LAV L.F. L.H. L.R. LT LVR MATL MAX MDF MECH MFR MIN MIR MISC M.O. M.R. MTD MTL MUL (N) NA NIC NO NOM N.S. N.T.S. O/ OC O.D. O.F.D. O.H. OVHD OPNG OPP P.D. PG P.L. P-LAM PLAS PLMG PLYWD PR PSF PT PTD PTN (R) R RAD RCP R.D. REF REFR REINF REP REQD RESIL REV RFG R.H. RM ROM R.O. S.X.D. S.C. SCHED SDT SECT SEP SF SGL SHR SHT SIM SLDG SPEC SQ S.S. STD STL STRUCT SUSP SW SYM T T&G TBD TELE TEMP TER THK THR T.O.C. T.O.D. T.O.P. T.O.S. T.S. T.O.W. TYP UON VCT VERT VEST VIF VOL W/ W.C. WD W.H. W/O WP WPM WSCT W.S.P. WT INSIDE DIAMETER INCLUDING INFORMATION INSULATION INTERIOR JANITOR JOIST JOINT KITCHEN LAMINATE LAVATORY LINEAL FOOT LEFT HAND LIVING ROOM LIGHT LOUVER MATERIAL MAXIMUM MEDIUM DENSITY FIBER BOARD MECHANICAL MANUFACTURER MINIMUM MIRROR MISCELLANEOUS MASONRY OPENING MOISTURE RESISTANT MOUNTED METAL MULLION NEW NOT APPLICABLE NOT IN CONTRACT NUMBER NOMINAL NO SCALE NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OVERFLOW DRAIN OVERHAND OVERHEAD OPENING OPPOSITE PLANTER DRAIN PAINT GRADE PROPERTY LINE PLASTIC LAMINATE PLASTER PLUMBING PLYWOOD PAIR POUNDS PER SQUARE FOOT PAINT PAINTED PARTITION RELOCATED RISER RADIUS REFLECTED CEILING PLAN ROOF DRAIN REFERNCE REFRIDGERATOR REINFORCED REPRESENTATIVE REQUIRED RESILIENT REVISED ROOFING RIGHT HAND ROOM ROUGH ORDER OF MAGNITUDE ROUGH OPENING SEE (X=DISCIPLINE) DRAWINGS SOLID CORE SCHEDULE STATIC DISSIPATIVE TILE SECTION SEPARATION SQUARE FOOT / FEET SINGLE SHOWER SHEET SIMILAR SLIDING SPECIFICATION SQUARE STAINLESS STEEL STANDARD STEEL STRUCTURAL SUSPENDED SWITCH SYMMETRICAL TREAD TONGUE AND GROVE TO BE DETERMINED TELECOMMUNICATIONS TEMPERATURE/TEMPERED TERRAZZO THICK THRESHOLD TOP OF CURB TOP OF DRAIN TOP OF PAVEMENT TOP OF SLAB TOP OF STEEL TOP OF WALL TYPICAL UNLESS OTHERWISE NOTED VINYL COMPOSITION TILE VERTICAL VESTIBULE VERIFY IN FIELD VOLUME WITH WATER CLOSET WOOD WATER HEATER WITHOUT WATERPROOF WATERPROOF MEMBRANE WAINSCOT WET STANDPIPE WEIGHT BUILDING GRID LINES WINDOW SYMBOL ROOM NO. REFERENCE LETTER DOOR SYMBOL REVISION NO. REVISION CLOUD MATCH LINE DETAIL NO. 1/A3.2 ROOM NAME ROOM NO. ROOM LABEL SECTION SECTION NO. SHEET NO. AREA REFERENCE DETAIL NO. SHEET NO. DETAIL EXTERIOR ELEVATION ELEVATION NO. SHEET NO. DIMENSION STRING INTERIOR ELEVATION ELEVATION NO. (TYPICAL) SHEET NO. CEILING WORK POINT OR CONTROL POINT NORTH ARROW AR C H I T E C T U R A L N O R T H TRUE NORTH 1" A101 1 Ref 1 Re f 1 Ref 1 Re f 1t 0 0 101 ROOM NO. REFERENCE NO. A101 1 SIM 1 A101 SIM A101 1 Ref 1Re f 1 Re f 1 Ref A.F.F. 1t 1'-0" SHEET NO. 1 ROOM NAME 101 N MISC. SYMBOLS (D) (R) (E) (N) INDICATES ITEM TO BE DEMOLISHED INDICATES ITEM TO BE REMOVED AND RELOCATED INDICATES ITEM EXISTING TO REMAIN INDICATES NEW ITEM TYPE HEIGHT DISCIPLINE ABBREVIATIONS G: D: C: S: A: M: E: P: LV: AV: SE: VT: FSE: L: GENERAL DEMOLITION CIVIL STRUCTURAL ARCHITECTURAL MECHANICAL ELECTRICAL PLUMBING LOW VOLTAGE AUDIO/VISUAL SECURITY VERTICAL TRANSPORTATION FOOD SERVICE LANDSCAPE A0 3B WALL SYMBOL ASSEMBLY TYPE FRAMING SIZE ACOUSTICAL HEIGHT & FIRE-RATING PROJECT NORTH TRUE NORTH N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO.CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MEP ENGINEER STRUCTURAL ENGINEER OTHER CONSULTANT CIVIL ENGINEER LANDSCAPE ARCHITECT COLUMBINE AVE. MA P L E A V E . (E) OFFICE BLG GARAGE 4/ 1 0 / 2 0 2 5 1 : 5 9 : 0 9 P M Au t o d e s k D o c s : / / S o C a l G a s - S a n t a A n a B a s e / S o C a l G a s - S a n t a A n a B a s e . r v t As indicated24021 G0.01 SOCAL GAS -SANTA ANA BASE 301 E COLUMBINE AVE SANTA ANA, CA 92707 Approver PROJECT INFORMATION SOCAL GAS SITE WALL PERMIT SHEET NUM SHEET NAME IS S U E F O R P E R M I T 01 GENERAL G0.01 PROJECT INFORMATION ⬛ 04 ARCHITECTURAL A1.00 SITE PLAN ⬛ 05 STRUCTURAL S-0 SITE WALLS STANDARD DETAILS ⬛ SHEET INDEXABBREVIATIONS 1. - DEFERRED SUBMITTALS PROJECT INFORMATIONPROJECT TEAM VICINITY MAP SYMBOLS STRUCTURAL ENGINEER HUSAM GHANIM GHANIM STRUCTURAL ENGINEERING 898 N. FAIR OAKS AVE., SUITE F PASADENA, CA 91103 T (323) 494-3208 E husam@ghanimSE.com ARCHITECT KEITH MULLER, AIA FORMM 101 N PACIFIC COAST HWY, SUITE 301 EL SEGUNDO, CA 90245 T (619) 204-2036 E keith@formmstudio.com 301 E COLUMBINE AVE SANTA ANA, CA 92707 N/A N/A N/A N/A N/A NEW 8' CMU SITE WALLS TO MATCH EXISTING AT PROPERTY LINES, TO INFILL (E) GAPS AND PROVIDE ADEQUATE SITE SECURITY TO THE FACILITY, 595'-2" TOTAL LENGTH LOCATION: BUILDING CONSTRUCTION TYPE FIRE SPRINKLER SYSTEM # OF FLOORS IN BUILDING: OCCUPANCY: TOTAL AREA OF WORK : SCOPE OF PROJECT: CODES & REGULATIONS: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA ENERGY CODE 2022 NFPA 72 (FIRE ALARMS) 2022 NFPA 13 (SPRINKLERS) 03/15/11 ADA REGULATION FOR TITLE III, CODE OF FEDERAL REGULATIONS (CBC 2019 CH. 11) 03/15/11 ADA REGULATION FOR TITLE II, FEDERAL REGISTER (CBC 2019 CH. 11) SCOPE OF WORK DIAGRAM EXTENT OF (N) SITE WALLS ALONG PERIMETER ALONG PROPERTY LINES TO MATCH (E) SITE WALLS ISSUE RECORD ∆ DATE REASON FOR ISSUE BY HB G E RSR MASONRY WALL CONCRETE WALL PROPERTY LINE TOPOGRAPHY SETBACK GAS BIB HOSE BIB GAS METER | GAS LINE ELECTRICAL SERVICE | ELECTRICAL LINE EASEMENT WATER METER | WATER LINEW E G G E W 00 COMM SERVICE | COMM LINEC C 1. THE SITE SHALL BE FULLY FENCED PRIOR TO THE START OF CONSTRUCTION 2. ALL ON-SITE LITTER AND DEBRIS SHALL BE COLLECTED DAILY 3. CONSTRUCTION WORK SHALL OCCUR ONLY BETWEEN THE HOURS OF 7:00 A.M. AND 6:00 P.M. ON MONDAY THROUGH FRIDAY, BETWEEN 9:00 A.M. AND 5:00 P.M. ON SATURDAY, WITH NO WORK OCCURRING ON SUNDAY AND HOLIDAYS 4. MATERIAL STORAGE ON PUBLIC STREETS SHALL NOT EXCEED 48-HOURS PER LOAD 5. STREETS AND SIDEWALKS ADJACENT TO JOB SITES SHALL BE CLEAN AND FREE OF DEBRIS. 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, GRADES, ELEVATIONS AND DIMENSIONS BEFORE STARTING WORK. THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR INCONSISTENCIES. 7. INSTALL EXPANSION JOINTS AT ALL LOCATIONS WHERE PAVEMENT MEETS BUILDING, WALLS, CURBS, AND OTHER PERMANENT STRUCTURES. 8. REFER TO CIVIL DRAWINGS FOR GRADING, DRAINAGE, UTILITIES AND PUBLIC RIGHT-OF-WAY IMPROVEMENTS. 9. REFER TO LANDSCAPE DRAWINGS FOR HARDSCAPE, PLANTERS, AND SITE FURNITURE 10. SEE CONSTRUCTION PLANS FOR WALL SCHEDULES 11. ALL DIMENSIONS ARE TO FACE OF STRUCTURE (F.O.S.) UNLESS OTHERWISE NOTED. 12. DO NOT SCALE FROM DRAWINGS. 13. ANY INCONSITENCIES OR UNFORESEEN CONDITIONS TO BE REVIEWED BY THE ARCHITECT PRIOR TO PROCEEDING WITH CONSTRUCTION. 14. AN APPROVED SEISMIC SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE DOWN STREAM SIDE OF THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE FUEL GAS PIPING. 15. CONTRACTOR SHALL PROVIDE, ERECT AND MAINTAIN TEMPORARY BARRIERS AND GUARDS, AND ALL TEMPORARY SHORING AND BRACING AS REQUIRED BY ALL CITY AND STATE REGULATIONS. 16. CONTRACTOR SHALL PROVIDE ADEQUATE WEATHER PROTECTION FOR THE BUILDING AND ITS CONTENTS DURING THE COURSE OF WORK. 17. CONTRACTOR TO PROVIDE TEMPORARY POWER POLE AND METER FOR THE DURATION OF THE WORK. 18. CONTRACTOR TO MAINTAIN TEMPORARY LIGHT AS REQUIRED FOR THE DURATION OF THE WORK. 19. CONTRACTOR SHALL PROVIDE TEMPORARY SANITARY FACILITIES AS TO LEAST IMPACT NEIGHBORS AND AS DIRECTED BY CITY REGULATIONS. 20. PROTECT IN-PLACE ALL SURVEY MONUMENTS AND PROPERTY CORNER MARKERS. 21. GC TO VERIFY THAT (E) SEWER LATERAL IS IN GOOD WORKING ORDER, PROVIDE SEWER CAMERA INSPECTION IF REQUIRED TO BE REPLACED. GC TO PROVIDE NEW LATERAL WITH EITHER BACKFLOW PREVENTION DEVICE OR CLEANOUT ON-SITE. CL CL (E) MAIN OFFICE BUILDING 3 A1.00 2 A1.00 NEW CMU WALL 317' - 6" NEW CMU WALL 26 1 ' - 5 " NE W C M U W A L L 16 ' - 8 " (E ) G A R A G E B U I L D I N G COLOMBINE AVE MA P L E A V E 30' - 0" 30 ' - 0 " (E) GRADE TO REMAIN (E) CMU SITE WALL TO REMAIN P/L, TYP. (E) GRADE (N) CMU SITE WALL, FINISH AND ELEV. TO MATCH (E). REF. 7/S-0 FOR STRUCTURAL DETAILS P/L, TYP. N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO. CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MEP ENGINEER STRUCTURAL ENGINEER OTHER CONSULTANT CIVIL ENGINEER LANDSCAPE ARCHITECT COLUMBINE AVE. MA P L E A V E . (E) OFFICE BLG GARAGE 4/ 1 0 / 2 0 2 5 1 : 5 9 : 1 0 P M Au t o d e s k D o c s : / / S o C a l G a s - S a n t a A n a B a s e / S o C a l G a s - S a n t a A n a B a s e . r v t As indicated24021 A1.00 SOCAL GAS -SANTA ANA BASE 301 E COLUMBINE AVE SANTA ANA, CA 92707 Approver SITE PLAN SOCAL GAS SITE WALL PERMIT 3/64" = 1'-0"1OVERALL SITE PLAN KEYNOTESLEGENDSHEET NOTES 1/2" = 1'-0"2EXISTING CMU PROPERTY WALL 1/2" = 1'-0"3PROPOSED CMU PROPERTY WALL ISSUE RECORD ∆ DATE REASON FOR ISSUE BY WALL REINF. VERT. CORNER BAR TO MATCH SIZE OF VERT. LOCATION OF VERT. & HORIZ. SEE WALL DETAILS FOR SIZE & REINF. IN WALL #4 BAR TO MATCH SPACING OF HORIZ. WALL REINF. 2' - 0 " 2'-0" SEALANT W/ BACKING ROD, FOR REINF., TYP. SEE WALL SECT. TYP. EA. SIDE OF JOINT NOTES: SHOWN EXCEPT BARS @ TOP OF WALL; TOP BARS SHALL BE CONTINUOUS THRU JOINT ( LOCATION OF CONTROL JOINTS ) NEAR WALL INTERSECTIONS AT REGULAR INTERVALS NOT TO EXCEED 40'-0" AT PILASTERS PLAN DETAIL 2. 3. 1. B TOP BARS SEE WALL SECTIONS B TOP OF WALL ELEVATION CUT ALL HORIZ. BARS AS A 2" CL. 2" CL. 3 8" EXPANSION JT. AS OCCURS 2" CL. 2" CL. SE E WA L L SE C T I O N S VERT. BARS EA. SIDE OF JOINT CONTINUOUS SCOPE OF WORK: LIMITED TO STRUCTURAL SITE WALL DESIGN AND DETAILING FOR CONSTRUCTION OF: 1. ONE (1) FREESTANDING CMU WALL REFERENCES THE WORK IS BASED ON THE INFORMATION SET FORTH IN THE FOLLOWING REFERENCES. GEOTECHNICAL INVESTIGATION: NOVA SERVICES, INC., PROJECT NO. 3024029, JANUARY 30, 2025. S-DT0003 12 Ø ( 1 2 " m i n . ) U. N . O . 4"Ø" - 21 2" min LAP IN MASONRY PER CONSTRUCTION NOTE 1 (24"min.) 36Ø LAP IN CONCRETE (18"min.) LAP AND OFFSET 'D'=8d FOR #9 BAR AND LARGER 'D'=6d FOR #8 BAR AND SMALLER "D" BAR BENDS "D" 4" STIRRUP OR TIE "Ø " "D""D" TYPICAL MASONRY WALL STEPPED FOOTING 2 TYPICAL REINFORCING 1 TYPICAL EXPANSION JOINT 3 CMU WALL INTERSECTION 4 DRAINAGE BLOCK-OUT 5 REBAR LOCATION DETAIL 6 STRUCTURAL NOTES - AS SHOWN. 1/2 BLK. DRAIN SIDE OF THE BAR ON EA. & #4 DROP-IN PROVDE #4 DWL. SWALE GRADE. BE LEFT OUT AT A 1/2 BLK. MAY SWALE OCCURS, WHERE DRAINAGE RETURN WALLS FOR SIDEYARD 4"4" #4 DWL. @ EA. SIDE OF BLOCK- OUT w/ #4 DROP-IN BAR 8"x8" BLOCK- OUT CONT. FTG. NOTE: GENERAL 1.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS AND SPECIFICATIONS. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS BEFORE COMMENCING WORK AND REPORT ANY DISCREPANCIES. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION AND SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS DURING CONSTRUCTION. SAFETY AND BRACING REQUIREMENTS SHALL BE IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4.THE CONTRACTOR SHALL BECOME FAMILIAR WITH AND COMPLY WITH ALL OF THE GENERAL PROVISIONS OF IBC CHAPTER 33 FOR ALL BUILDING AND SITE WORK, DEMOLITION AND CONSTRUCTION. 5.IN ALL CASES WHERE A CONFLICT MAY OCCUR, SUCH AS BETWEEN ITEMS COVERED IN STRUCTURAL SPECIFICATIONS AND NOTES ON THE DRAWINGS OR BETWEEN GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER OF RECORD SHALL BE NOTIFIED AND HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS PRIOR TO INSTALLATION OF THAT PORTION OF WORK. 6.SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS. 7.PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. 8.LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED. IDENTIFY AND LOCATE ANY SUBTERRANEAN UTILITIES PRIOR TO ANY EXCAVATION. 9.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE DURING CONSTRUCTION. NEITHER THE OWNER NOR ARCHITECT/ENGINEER WILL ENFORCE SAFETY MEASURES OR REGULATIONS. CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 10.PROPRIETARY COMPONENTS, MATERIALS, CHEMICAL, EPOXY AND WEDGE ANCHORS AND SHOT PINS SHALL BE EXACTLY AS CALLED FOR IN THESE DRAWINGS. ANY DEVIATIONS SHALL BE APPROVED OR DISAPPROVED BY THE ENGINEER OF RECORD AT THE EXPENSE OF THE ENTITY REQUESTING THE SUBSTITUTION PRIOR TO INSTALLATION. 11.THE CONTRACTOR SHALL BE ULTIMATELY RESPONSIBLE FOR COORDINATION AND ASSEMBLY OF ALL PARTS OF THE CONSTRUCTION DEPICTED HEREIN. THE CONTRACTOR SHALL PERFORM ANY CONSTRUCTABILITY REVIEW OR COORDINATION DRAWINGS NECESSARY TO IDENTIFY CONSTRUCTABILITY PROBLEMS PRIOR TO CONSTRUCTION. GEOTECHNICAL NOTES: GEOTECHNICAL INVESTIGATION: NOVA SERVICES, INC., PROJECT NO. 3024029, JANUARY 30, 2025. 1.FOUNDATION MATERIAL: APPROVED FILL PER GEOTECHNICAL INVESTIGATION. 2.MINIMUM FOUNDED DEPTH OF FOOTINGS: BELOW ROUGH PAD GRADE 24" BELOW LOWEST ADJACENT FINISHED GRADE 24" 3.FOUNDING OF FOOTINGS & SLABS: ON APPROVED COMPACTED SOILS AS NOTED IN GEOTECHNICAL INVESTIGATION. CONCRETE AND REINFORCING NOTES (CODE CHAPTER 19): 1.CONTRACTOR TO PROVIDE CONCRETE MIX DESIGNS FROM AN APPROVED LABORATORY OR FROM THE CONCRETE SUPPLIER PREPARED UNDER THE SUPERVISION OF, SIGNED, AND SEALED BY A CALIFORNIA REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER. 2.REINFORCEMENT: A)DETAILING, FABRICATION AND PLACING: SHALL CONFORM TO ACI315 AND ACI318. CERTIFICATION AND TESTING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ASTM STANDARDS. B)MINIMUM CONCRETE COVER: CAST AGAINST & EXPOSED TO EARTH 3" EXPOSED TO EARTH OR WEATHER 2" NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS 3/4" BEAMS, COLUMNS (TIES, STIRRUPS, SPIRALS)1-1/2" C)CHAIRS, SPACERS AND AND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER. D)VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN IN THE DRAWINGS AND GENERAL NOTES. E)SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT IN A LAYER SHALL NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT, OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". F)TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED UON. G)SPLICES (STANDARD LAPS): AS SCHEDULED, 40 DIAMETERS OR 24 INCHES WHICHEVER IS GREATER UON ON DRAWINGS. STAGGER BOTTOM SPLICES AT LEAST 5'-0" FROM SPLICES IN OTHER BOTTOM REINFORCEMENT. STAGGER SPLICES FOR TOP REINFORCEMENT SIMILARLY. 3.PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS, FOOTINGS OR COLUMNS UNLESS SPECIFICALLY DETAILED. 4.ADMIXTURES: REVIEWED BY THE ENGINEER OF RECORD. CALCIUM CHLORIDE OR ADDED CHLORIDES ARE NOT PERMITTED. FLY ASH SHALL NOT BE PERMITTED IN CONCRETE MIXTURES. 5.CONSTRUCTION JOINTS: ACI 360R, 1/4-INCH AMPLITUDE MINIMUM OR KEYED JOINTS PER PLAN. LOCATION OF JOINTS TO BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF REINFORCEMENT. 6.CONCRETE CURING: ACI 302.1R. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE DAYS AFTER ITS PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRADE, APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING, IF APPROVED BY THE OWNER AND ARCHITECT. 7.VIBRATION: ALL CONCRETE SHALL BE CONSOLIDATED WITH MECHANICAL VIBRATORS IN ACCORDANCE WITH GENERAL PROVISIONS OUTLINED IN ACI 309R. REBAR CMU FACE SHELL CLEAR DIMENSION RETAINED EARTH RETAINING WALL ℄ DIMENSION CONSTRUCTION NOTES: 1.REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615 GRADE 60. PROVIDE SPLICES (LAPS) OF 48 BAR DIAMETERS OR 24 INCHES, WHICHEVER IS GREATER. CENTER VERTICAL BARS IN CELLS, UIO. SEE DETAIL 2.JOINT REINFORCEMENT ("LADDER" TYPE) SHALL BE COLD-DRAWN STEEL WIRE CONFORMING TO ASTM A951. PROVIDE MINIMUM 6 INCH LAP SPLICES. 3.PROVIDE NORMAL WEIGHT CONCRETE (145 PCF) WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%, ATTAINING MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. 4.CONCRETE MUST BE CAST DIRECTLY AGAINST UNDISTURBED SOIL, UIO BY SOILS REPORT. 5. PROVIDE MASONRY UNITS OF MEDIUM WEIGHT CLASSIFICATION COMPLYING WITH ASTM C90. ANGELUS BLOCK PRECISION, SPLIT FACE, BURNISHED, OR SHOTBLAST, WITH OR WITHOUT MORTARLESS HEAD JOINTS (TONGUE-AND-GROOVE), OR ANGELUS BLOCK SLUMPSTONE SHALL BE USED. 6.MORTAR SHALL BE SPEC MIX TYPE S PREBLENDED MASONRY MORTAR AS MANUFACTURED BY E-Z MIX INC., CONFORMING TO PROPORTIONS AND REQUIREMENTS OF ASTM C270, OR SPEC MIX IWR MASONRY MORTAR AS MANUFACTURED BY E-Z MIX INC., CONFORMING TO PROPERTY REQUIREMENTS OF ASTM C270. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2000psi. 7.GROUT SHALL CONFORM TO ASTM C476, WITH AN 8-11 INCH SLUMP, AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2000psi. 8.FIRST COURSE MAY BE WET-SET 1 1/2 INCHES MAX. WHILE CONCRETE IS PLASTIC. 9.CONCRETE BLOCK SHALL BE LAID IN RUNNING BOND PATTERN WITH VERTICAL CONTINUITY OF THE CELLS U.N.O. 10.VERTICAL CONTROL JOINTS SHALL BE SPACED AT A MAXIMUM OF 40'-0"o.c. OR 20'-0"o.c. IF WALL IS TO BE STUCCO COATED OR MORTAR WASHED SEE DETAIL 11.GROUT ALL CELLS WITH REINFORCEMENT U.I.O. 12.INSPECTIONS: A. AFTER FOOTING IS READY FOR CONCRETE AND ALL FOOTING REINFORCING IS TIED IN PLACE. B. AFTER VERTICAL REINFORCEMENT IS IN PLACE AND CELLS ARE READY FOR GROUT. 13.FOR TYPICAL REINFORCING AT WALL INTERSECTIONS SEE DETAIL 14.FOR TYPICAL FOOTING STEP SEE DETAIL 15.FOR TYPICAL DRAINAGE BLOCK-OUT SEE DETAIL 16.CLEAR (CLR.) OR CENTERLINE WHERE REFERENCED TO VERTICAL REINFORCING PER DETAIL 17.RETAINING WALL BACKFILL SHOULD CONSIST OF SANDY SOILS THAT MUST MEET AT LEAST ONE OF THE FOLLOWING CRITERIA: A. A SAND EQUIVALENT (SE) OF 30 OR GREATER PER CALIFORNIA TEST METHOD (CTM) 217, OR B. A MAXIMUM OF 35 PERCENT FINES (PASSING THE NO. 200 SIEVE) PER AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) D 421/422 AND AN EXPANSION INDEX OF 20 OR LESS. RETAINING WALL BACKFILL SHOULD ALSO BE LIMITED TO FILL MATERIAL NOT EXCEEDING 3 INCHES IN GREATEST DIMENSION. SEE GEOTECHNICAL INVESTIGATION FOR ADDITIONAL RECOMMENDATIONS. 18.SEE SOILS REPORT FOR THE HORIZONTAL LIMITS OF SAND BACKFILL REQUIRED. 19. WALLS HAVE NOT BEEN DESIGNED FOR SURCHARGE RESULTING FROM VEHICULAR TRAFFIC OR ADJACENT FOOTINGS U.I.O. 20. EXCAVATION FOR WALL/ FOUNDATION SHALL NOT UNDERMINE ANY ADJACENT STRUCTURES. TEMPORARY SHORING AND STABILIZATION OF ADJACENT STRUCTURES SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED 21.FOR TYPICAL PIPE THROUGH FOOTING, SEE DETAIL 1 - 2 - 2 - 5 - 4 - 6 - 1' - 0 " MI N . ST E P 6" O R 8 " PE R C M U BL K . H T . 3" CLR. TYP. . 1'-0" STEP STEPSTEP CMU WALL PER DETAILS (TYP. REINF. NOT SHOWN FOR CLARITY) ALIGN CONTROL JOINT AT STEP WHERE OCCURS 40'-0"o.c. MAX. DOWELS AND DROP-IN BARS AT CELL EACH SIDE OF STEP AND CONTROL JOINT TYP. TOP BARS WHERE OCURRING #4 HORIZ. CONT. w/ 24" MIN. LAP FINISHED GRADE FRONT FACE WALL FOOTING CHANGE OF WALL THICKNESS TYP. CHANGE OF WALL HEIGHT & FOOTING SIZE TYP. LAYOUT LINE MASONRY CAP TYP. WHERE OCCURRING EXTEND CAULKING 6" MIN. BELOW FINISH GRADE TYP. EXPANSION JOINT WHERE OCCURRING PLACE AT 40'-0"o.c. MAX. EXPANSION JOINT WHERE OCCURRING TYPICAL WALL ELEVATION - MASONRY CONSTRUCTION TYPICAL WALL PLAN - MASONRY CONSTRUCTION 3B - TYP. STRUCTURAL STEEL 1.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS. PLATES AND BARS - ASTM A36, Fy=36 ksi, Fu=58 ksi. 2.FASTENERS FOR STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS. NUTS - ASTM A563. WASHERS - ASTM F436. THREADED RODS - ASTM F1554, GRADE 36. SITE WALLS STANDARD DETAILS S-0 DESIGN CRITERIA: 1.DESIGN CRITERIA PER 2022 CBC AND GEOTECHNICAL RECOMENDATIONS 2.ALLOWABLE SOIL BEARING PRESSURE = 2500 PSF (WITH INCREASE PER SOILS REPORT) 3.ALLOWABLE SOIL PASSIVE PRESSURE = 150 PCF 4.COEFFICIENT OF FRICTION = 0.30 5.LEVEL ACTIVE PRESSURE = 45 PCF 6.AT REST PRESSURE = 65 PCF 7.MASONRY COMPRESSIVE STRENGTH, f'm = 2000 PSI. SPECIAL INSPECTION IS REQUIRED. LOADING: 1.SEISMIC, 5% DAMPING @ 1 SECOND ACCELERATION Cs=0.679Wt. 2.DESIGN WIND = EXP. C @ 95 MPH 7 - PROJECT DESCRIPTION: OWNER: ENGINEER OF RECORD: 898 N. FAIR OAKS AVE. STE. F PASADENA, CA 91103 626.407.2224 GSE JOB #: 25-078 SITE WALLS THIS DRAWING IS THE SOLE PROPERTY OF GSE AND IS INTENDED FOR USE ONLY FOR THE PROJECT LISTED IN THE TITLE BLOCK. THIS DOCUMENT AND CONTENTS MAY NOT BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR ASSIGNED TO ANY THIRD PARTY WITHOUT WRITTEN PERMISSION BY GSE SHEET TITLE: SHEET NUMBER: DRAWN BY: D.E. HYLTON PROJECT NUMBER: 25-078 DATE: 04 / 03 / 2025 SO C A L G A S 30 1 E . C O L U M B I N E A V E . SA N T A A N A , C A 9 2 7 0 7 8" CMU WALL 7N.T.S. MASONRY WALL SYSTEM FREE-STANDING 8" CMU FENCE WALL ECCENTRIC FOOTING 9' - 0 " MA X . 12 " MI N . 12 " 3" CLR. TYP. 3'-8" MIN. 8" WIDE (NOM.) CMU. GROUT CELLS w/ REINF. DWLS. TO MATCH VERT. REINF. LAP 24" MIN. F.G. WET-SET FIRST COURSE PER CONSTRUCTION NOTE 8 CONT. CONC. FTG. #4 VERT. REINF. @16" O.C. AT CTR. OF WALL OPTIONAL WALL CAP #8 STD. LADDER TYPE (#7 STD. FOR SLUMPSTONE) REINF. AT TOP COURSE, AT FIRST COURSE, AND 16" O.C. #4 CONT. @12" O.C. STRUCTURAL CALCULATIONS SoCal Gas, 301 E Columbine Ave, Site Wall Design ENGINEER:IVAN GARCIA STRUC. JOB NO. : 25-078 DATE :4/3/2025 OPERATOR :IVAN GARCIA PRINCIPAL ENGINEER: Husam Ghanim These calculations are the property of Husam Ghanim, SE. They are provided to the Building Department as an aid in understanding the associated drawings. The use of these calculations is restricted to the original use for which they were prepared and their publication is expressly limited to such use. Reuse, reproduction, or publication, by any method, in whole or part, is prohibited without the written consent of Husam Ghanim, SE. Project:SoCal Gas Sheet No: 301 E. Columbine Ave.Project No.:25-078 Santa Ana, CA Date:04/02/25 By:IG A B C D E F G H I J K L M N Soil and Wind Series: 62.0002 Occupancy Group -U Exposure C, 95 mph Risk Category - II SOIL DATA Geotechnical report:Investigation prepared by Nova Services, Inc., Project No. 3024029, dated January 30, 2025 Bearing:2500 psf 1/3 Increase allowed for wind or seismic loading Active level backfill:45 pcf At-rest backfill:65 pcf Passive:below 12"150 pcf up to a maximum of:1500 psf Friction:m =0.30 Safety Factors: Overturning & Sliding (Active):1.5 Retaining walls only Overturning & Sliding(Seismic):1.1 Retaining walls only WIND LOADING ASCE 7-16 Section 26.10.2 Velocity pressure qh = 0.00256 x Kz x Kzt x Kd x Ke x V2 ASCE 7 Equation (26.10-1) Pressure coeff. (26.10.1, T26.10-1)Kz =0.85 0.85 0.85 Topographic factor (26.8.2)Kzt =1.0 1.0 1.0 Dir. coeff. (26.6, T26.6-1)Kd =0.85 0.85 0.85 Ground elev. Factor (26.9, T26.9-1)Ke =1.0 1.0 1.0 3-sec gust wind speed mph V =95 95 95 Section 29.3.1 Wind Load WL = qh x G x Cf x As ASCE 7 Equation (29.3-1) Net force coefficient (Fig. 29.3-1)Cf =1.40 1.40 1.40 Gust effect factor (26.11)G =0.85 0.85 0.85 Exposure Category C C C WALL DATA Varying aspect ratios Horizontal wall dimension ft B =13.33 14.67 16.00 Height of wall ft h =6.67 7.33 8.00 Aspect ratio B/h =2.00 2.00 2.00 Wall area sq.ft.As =1 1 1 Wind pressure (strength level)WL =19.9 19.9 19.9 Wind pressure (service level)WL =11.9 11.9 11.9 lbs/sq.ft.lbs/sq.ft.lbs/sq.ft. 1 Project:SoCal Gas Sheet No: 301 E. Columbine Ave.Project No.:25-078 Santa Ana, CA Date:04/02/25 By:IG A B C D E F G H I J K L M N Seismic and Summary Series: 62.0002 FREESTANDING WALL SEISMIC LOADING Assumptions:Site Class 'D', Ground-supported cantilever walls or fences MCE, 5% damped @ 1 second S1 =0.456 SD1 =0.841 Ss =1.273 SDS =0.849 Importance factor I =1.0 Response mod. coeff. (T15.4-2)R =1.25 Long-term period. (11.4.5)TL =8 secs Fundamental period. (15.4-6)Tmin =0.104 secs Min. seismic load (Cs) min =0.80 x S1 /(R / I) =0.292 (15.4-2) Min. seismic load (Cs) min =0.044 x SDS x I ≥ 0.03 =0.037 (15.4-1) Seismic load Cs =SDS /(R / I) =0.679 (12.8-2) Max. Seismic load (Cs) max =SD1 /(T x R / I) =6.469 Wt (12.8-3) Cs =0.679 EQ = Nominal Masonry Unit Width inches 8 Completed Wall Weight - Wt psf Wt Wt Wt Factored Design - EQ psf S EQ EQ EQ Reinforcing Spacing - S inches 48 40 27.2 49 33.3 40 41 27.8 53 36.0 32 42 28.5 55 37.4 24 43 29.2 58 39.4 16 47 31.9 63 42.8 SOLID 58 39.4 78 53.0 164 111.4 FREESTANDING LATERAL LOAD SUMMARY Nominal Masonry Unit Width inches Strength Design - EQ psf Strength Design - W psf 48 19.9 27.2 EQ 19.9 33.3 EQ 40 19.9 27.8 EQ 19.9 36.0 EQ 32 19.9 28.5 EQ 19.9 37.4 EQ 24 19.9 29.2 EQ 19.9 39.4 EQ 16 19.9 31.9 EQ 19.9 42.8 EQ SOLID 19.9 39.4 EQ 19.9 53.0 EQ 19.9 111.4 EQ 16"x16" EQ Controls W EQ Controls 0.679 x Wt S W EQ Controls W 6 8 6 16"x16" 2 ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:33.703468 Risk Category:II Longitude:-117.864942 Soil Class:D - Stiff Soil Elevation:43.66687729300932 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Apr 02 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Wed Apr 02 2025 3 SS : 1.273 S1 : 0.456 F a : 1 F v : N/A SMS : 1.273 SM1 : N/A SDS : 0.849 SD1 : N/A T L : 8 PGA : 0.541 PGA M : 0.595 F PGA : 1.1 Ie : 1 C v : 1.355 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Apr 02 2025 Page 2 of 3https://ascehazardtool.org/Wed Apr 02 2025 4 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. 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Page 3 of 3https://ascehazardtool.org/Wed Apr 02 2025 5 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Code References Calculations per IBC 2021 1807.3, ASCE 7-16 1.00 8.00 0.00 12.00 3,000.0 45.0 0.0 150.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf19.9= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 6 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Design Summary Wall Stability Ratios Overturning =3.02 Global Stability =8.14 OK Sliding =3.55 OK Total Bearing Load =1,447 lbs ...resultant ecc.=11.39 in Eccentricity outside middle third Soil Pressure @ Toe =1,091 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,527 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =1.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =185.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 434.1 225.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.336 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,397.7 =psi Shear.....Allowable =80.5psi Wall Weight =63.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =No Modular Ratio 'n'=16.11 Equiv. Solid Thick.=5.48in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =195.2lbsStrength Level Service Level Strength Level =808.0ft-# Service Level Strength Level =4.1psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54in2 7 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 0.00 3.67 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.67= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Flush toe condition. No reinforcing required. phiMn = phi*5*lambda*sqrt(fc)*Sm =None Spec'd = = = = = 1,527 0 0 0 0.00 43.82 Heel: 0 752 1,560 809 1.66 43.82 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.95 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 2,739= OKOK Flush toe condition. No reinforcing required. OK - Flush 8 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 95.5 6.00 573.1 = = = = = Stem Weight(s) = 567.0 0.33 189.0 Earth @ Stem Transitions =Footing Weight = 550.1 1.83 1,008.5 Key Weight = Added Lateral Load lbs =633.1 Vert. Component Total = 1,447.1 1,912.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =185.5 O.T.M. = Resisting/Overturning Ratio =3.02 Vertical Loads used for Soil Pressure =1,447.1 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 330.0 2.17 2.17 715.1 715.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 90.0 0.67 60.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.074 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 9 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=7.375, K_spacing=16, K_diam=4.5, and K_min=4.5 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =5.63 in As Provided =0.1500 in2/ft As Required =0.0496 in2/ft 10 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 11 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 12 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Code References Calculations per IBC 2021 1807.3, ASCE 7-16 1.00 8.00 0.00 12.00 4,000.0 45.0 0.0 150.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Stem Weight Seismic Load F lbs=Added seismic base force 269.5/ Wpp 0.679 gWeight Multiplier 13 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Design Summary Wall Stability Ratios Overturning =1.24 Global Stability =8.14 Ratio < 1.5! Sliding =1.83 OK Total Bearing Load =1,447 lbs ...resultant ecc.=18.93 in Eccentricity outside middle third Soil Pressure @ Toe =3,769 psf OK Soil Pressure @ Heel =0 psf OK Allowable =4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =5,276 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =7.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =359.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 434.1 225.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.727 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,397.7 =psi Shear.....Allowable =80.5psi Wall Weight =63.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =No Modular Ratio 'n'=16.11 Equiv. Solid Thick.=5.48in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =421.0lbsStrength Level Service Level Strength Level =1,744.5ft-# Service Level Strength Level =8.9psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=47.54in2 14 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 0.00 3.67 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.67= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Flush toe condition. No reinforcing required. phiMn = phi*5*lambda*sqrt(fc)*Sm =None Spec'd = = = = = 5,276 0 0 0 0.00 43.82 Heel: 0 1 1,560 1,559 7.51 43.82 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.95 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 2,739= OKOK Flush toe condition. No reinforcing required. OK - Flush 15 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 269.5 = = = = = Stem Weight(s)5.50 1,482.2Seismic Stem Self Wt = 567.0 0.33 189.0 Earth @ Stem Transitions =Footing Weight = 550.1 1.83 1,008.5 Key Weight = Added Lateral Load lbs =1,542.2 Vert. Component Total = 1,447.1 1,912.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =359.5 O.T.M. = Resisting/Overturning Ratio =1.24 Vertical Loads used for Soil Pressure =1,447.1 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 330.0 2.17 2.17 715.1 715.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 90.0 0.67 60.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.257 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 16 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=7.375, K_spacing=16, K_diam=4.5, and K_min=4.5 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =5.63 in As Provided =0.1500 in2/ft As Required =0.1071 in2/ft 17 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 18 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.10.02 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:9'-0" Freestanding CMU Wall (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: Freesntanding Wall Design.ec6 Project Title:SoCal Gas Engineer:IG Project ID:25-078 Project Descr:Site Walls 19 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 301 E Colombine Ave, Santa Ana, CA 92707 4 NEW 8' CMU SITE WALLS TO MATCH EXISTING AT PROPERTY LINES, TO INFILL (E) GAPS AND PROVIDE ADEQUATE SITE SECURITY TO THE FACILITY, 595'-2" TOTAL LENGTH 4 4 4 4 4 4 4 4 4 Keith Muller 619 204-2036 Santa Ana Docusign Envelope ID: C99609CB-70B9-4C9D-B2A2-FAFC61AEDF27 6/16/2025 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 Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs Docusign Envelope ID: C99609CB-70B9-4C9D-B2A2-FAFC61AEDF27