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Home My WebLink About600 N Parkcenter Dr - PlanSECTION REFERENCE BUBBLE DETAIL REFERENCE BUBBLE WITH ARROW DETAIL REFERENCE BUBBLE FULL HEIGHT SECTION INDICATOR BUILDING SECTION INDICATOR ELEVATION OF WALL OR FRAME NORTH ARROW X SX.X X SX.X X SX.X X SX.X X SX.X X SX.X X SX.X N ? A 1 REVISION CLOUD AND SYMBOL GRID SYSTEM SCOPE OF WORK/SITE PLAN AMERICAM RED CROSS BLOOD DONATION CENTER 18400 Von Karman Ave., Suite 600 Irvine, CA 92612 O: 949.252.1022 www.kpff.com Sheet Number Sheet Name Project Status Scale Drawn By: Agency Approval Stamp Consultant Job Number: REVISIONS Project Title: Key Plan Approved By: Checked By: Issue Date: Project Address: 12" = 1'-0" 4/ 3 / 2 0 2 6 4 : 1 3 : 0 5 P M A u t o d e s k D o c s : / / 1 0 2 6 2 5 0 0 2 2 2 - A m er i c a n R e d C r o s s - - S a n t a A n a / 2 5 0 0 2 2 2 A m e r i c a n R e d Cr o s s S A _ S 2 4 . r v t S-0.1 COVER SHEET Project Status SA 10262500222 AMERICAN RED CROSS - SANTA ANA 600 N Parkcenter Dr., Santa Ana, CA 92705 WT JW 11/18/2025 SYMBOLS & AND @ AT AB ANCHOR BOLT ABV ABV ADDL ADDITIONAL ADJ ADJACENT AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL AFF ABOVE FINISHED FLOOR AGGR AGGREGATE ALT ALTERNATE ALUM ALUMINUM ANCH ANCHOR APPVD APPROVED APROX APPROXIMATELY ARCH ARCHITECTURAL; ARCHITECT (B) OR BOT BOTTOM BD BOARD BLDG BUILDING BLK BLOCK BLKG BLOCKING BLW BELOW BM BEAM BN BOUNDARY NAIL BNDRY BOUNDRY BOF BOTTOM OF FOOTING BOT OR B/ BOTTOM OF BRC BRACE BRCG BRACING BRG BEARING BS BOUNDARY SCREW BT BENT BTW BETWEEN BTWN BETWEEN C OR CAM CAMBER CALCS CALCULATIONS CANT CANTILEVER CBC CALIFORNIA BUILDING CODE CC CENTER TO CENTER CF OR CU FT CUBIC FOOT CG CENTER OF GRAVITY CIP CAST IN PLACE CJ CONSTRUCTION JOINT; CONTROL JOINT CJP COMPLETE JOINT PENETRATION CL CENTER LINE CLR CLEARANCE; CLEAR CMU CONCRETE MASONRY UNIT CO COMPANY COL COLUMN COMP COMPRESSION CONC CONCRETE CONN CONNECT; CONNECTION CONST CONSTRUCTION CONSTR CONSTRUCTION CONT CONTINUE; CONTINUOUS CONTR CONTRACTOR CTR CENTER CTSK COUNTERSINK; COUNTERSUNK d PENNY (NAILS) db BAR DIAMETER DBL DOUBLE DCW DEMAND CRITICAL WELD DEPT DEPARTMENT DET DETAIL DF DOUGLAS FIR/LARCH DIA OR Ø DIAMETER DIAG DIAGONAL DIAPH DIAPHRAGM DIM DIMENSION DIR DIRECTION DIST DISTANCE DL DEAD LOAD DN DOWN DO DITTO DWG DRAWING DWL DOWEL (E) OR EXIST EXISTING e.g. FOR EXAMPLE EA EACH EF EACH FACE EJ END JACK; EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATION; ELEVATOR EMB EMBED EMBED EMBEDMENT EN END NAIL ENGR ENGINEER EOR ENGINEER OF RECORD EOS EDGE OF SLAB EQ EQUAL EQUIP EQUIPMENT EQUIV EQUIVALENT ES EACH SIDE; EDGE SCREW ETC ET CETERA EW EACH WAY EXT EXTERIOR f'c CONCRETE COMPRESSION STRENGTH f'm MASONRY COMPRESSION STRENGTH F/ FACE OF Fb ALLOWABLE BENDING STRESS FD FLOOR DRAIN FDN FOUNDATION FF FINISH FLOOR OR FAR FACE FIN FINISH FJ FLOOR JOIST FL FLOOR LINE FLG FLANGE FLR FLOOR FN FIELD NAIL FOC FACE OF CONCRETE FOM FACE OF MASONRY FOS FACE OF STUD FOW FACE OF WALL FP FIRE PROOF; FULL PENETRATION FRMG FRAMING FS FULL SIZE; FAR SIDE; FIELD SCREW FT FOOT; FEET FTG FOOTING Fy YIELD STRENGTH GA GAUGE GALV GALVANIZED GB GRADE BEAM GC GENERAL CONTRACTOR GEN GENERAL GLB GLUE LAMINATED BEAM GR GRADE GRND GROUND (H) HORIZONTAL H OR HORIZ HORIZONTAL HCAI DEPARTMENT OF HEALTHCARE ACCESS AND INFORMATION HD HOLDOWN HDR HEADER HGR HANGER HI HIGH HOSP HOSPITAL HP HIGH POINT OR HEAVY PILING HR HARD ROCK HS HIGH STRENGTH HSH HORIZONTALLY SLOTTED HOLE HT HEIGHT I MOMENT OF INERTIA I-JST I JOIST i.e. THAT IS IBC INTERNATIONAL BUILDING CODE ID INSIDE DIAMETER IF INSIDE FACE IN INCH INCL INCLUDE; INCLUDING INFO INFORMATION INSP INSPECTION; INSPECTOR INT INTERIOR INTERM INTERMEDIATE INV INVERT JST JOIST JT JOINT k OR KIP 1,000 (e.g. POUNDS) KO KNOCK OUT KP KING POST KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH # OR LBS POUNDS (L) LONGITUDINAL LAB LABORATORY Ld DEVELOPMENT LENGTH LDGR LEDGER Ldh STANDARD HOOK DEVELOPMENT LENGTH LF LINEAL FOOT LG LONG LIN LINEAL; LINEAR LL LIVE LOAD LLBB LONG LEGS BACK-TO-BACK LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONGIT LONGITUDINAL LP LOW POINT LSL LONG SLOTTED HOLE Lst TENSION LAP SPLICE LENGTH LTWT LIGHT WEIGHT LVL LEVEL MAS MASONRY MAT MATERIAL MAX MAXIMUM MB MACHINE BOLT MDF MEDIUM DENSITY FIBERBOARD MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MID MIDDLE MIN MINIMUM MISC MISCELLANEOUS MTL METAL # OR NO NUMBER (N) NEW N NORTH NF NEAR FACE NIC NOT IN CONTRACT NORM NORMAL NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OH OPPOSITE HAND OPNG OPENING OPP OPPOSITE ORIG ORIGINAL OSB ORIENTED STRAND BOARD // OR PARA PARALLEL PC PRECAST PCF POUNDS PER CUBIC FOOT PCI POUNDS PER CUBIC INCH PDF POWDER DRIVEN FASTENERS PE POLYETHYLENE; PROFESSIONAL ENGINEER PI PLYWOOD INDEX PJP PARTIAL JOINT PENETRATION PL PLATE; PROPERTY LINE PLCS PLACES PLF POUNDS PER LINEAR FOOT PLY PLYWOOD PREFAB PREFABRICATED PRKG PARKING PROJ PROJECT PROP PROPERTY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POST TENSION PTFE POLYTETRAFLOURETHYLENE (TEFLON) PVC POLYVINYL CHLORIDE PVMT PAVEMENT PW PLATE WASHER ┴ OR PERP PERPENDICULAR R OR RAD RADIUS RD ROOF DRAIN REF REFERNECE REG REGULAR REINF REINFORCE; REINFORCING REQ OR REQD REQUIRED RET RETAINING REV REVISION RF ROOF RM ROOM RO ROUGH OPENING S ELASTIC SECTION MODULUS SCHED SCHEDULE SECT SECTION SEL SELECT SEP SEPERATION SFRS SEISMIC FORCE RESISTING SYSTEM SHT SHEET SHTG SHEATHING SIM SIMILAR SJ SEISMIC JOINT, SIDE JACK SLBB SHORT LEG BACK-TO-BACK SMF SPECIAL MOMENT FRAME SMS SHEET METAL SCREW SOG SLAB ON GRADE SPCG SPACING SPCL SPECIAL SPECS SPECIFICATIONS SQ SQUARE SS SELECT STRUCTURAL; STAINLESS STEEL SSH SHORT SLOTTED HOLE SSH SHORT SLOTTED HOLE STAGG STAGGER STD STANDARD STIFF STIFFENER STIRR STIRRUP STL STEEL STRUCT STRUCTURAL STRUCT I STRUCTURAL I SHEATHING SW SHEAR WALL SYM SYMMETRICAL Σ SUM (T) TOP (T) TRANSVERSE T TOP T&B TOP & BOTTOM T&G TONGUE AND GROOVE T/ TOP OF TB TIE BEAM TEMP TEMPORARY; TEMPERATURE THK THICK THR THREADED THRU THROUGH TL TOTAL LOAD TN TOE NAIL TOC TOP OF CONCRETE, TOP OF CURB TOF TOP OF FOOTING TOGB TOP OF GRADE BEAM TOL TOP OF LEDGER TOS TOP OF STEEL TOSL TOP OF SLAB TOW TOP OF WALL TRANSV TRANSVERSE TSG TAPERED STEEL GIRDER TSP TAPERED STEEL GIRDER TYP TYPICAL UL UNDERWRITERS LABORATORY, INC UNO UNLESS NOTED OTHERWISE UT ULTRASONIC TESTING (V) VERTICAL V OR VERT VERTICAL VIF VERIFY IN FIELD VSH VERTICAL SLOTTED HOLES W/ WITH W/C WATER-CEMENT RATIO W/O WITHOUT WD WOOD WF WIDE FLANGE WHT OR WT WEIGHT WP WORK POINT WWF WELDED WIRE FABRIC STRUCTURAL STEEL SHAPES C STANDARD CHANNEL HP HP SHAPE HSS HOLLOW STRUCTURAL STEEL L ANGLES M M SHAPES MC MISC CHANLES PIPE#-STD STANDARD PIPE PIPE#-XSTRONG EXTRA STRONG PIPE PIPE#-XXSTRONG DOUBLE EXTRA STRONG PIPE S S SHAPE TS TUBE STEEL W W SHAPE WT, ST, MT STRUCT TEES CUT FROM W, S, M SHAPES INSTITUTIONS ACI AMERICAN CONCRETE INSTITUTE AISC AMERICAL INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATIONS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWPA AMERICAN WOOD PRESERVERS ASSOCIATION AWPB AMERICAN WOOD PERSERVERS BUREAU AWS AMERICAN WELDING SOCIETY CRSI CONCRETE REINFORCING STEEL INSTITUTE ICBO INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS ICC INTERNATIONAL CODE COUNCIL ICC-ER ICC-ES LEGACY REPORT ICC-ES ICC EVALUATION SERVICES ICC-ESR ICC-ES REPORT PCI PRECAST CONCRETE INSTITUTE PTI POST-TENSION CONCRETE INSTITUTE RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS SJI STEEL JOIST INSTITUTE TPI TRUSS PLATE INSTITUTE SHEET INDEX S-0.1 COVER SHEET S-0.2 GENERAL STRUCTURAL NOTES, TESTING, INSPECTION, AND OBSERVATION S-1.1 SITE PLAN S-1.2 FOUNDATION PLAN S-3.1 STRUCTURAL DETAILS VICINITY MAP SCOPE OF WORK NO DATE DESCRIPTION N PROJECT SCOPE OF WORK: THE PROPOSED PROJECT IS A BUILDING MAINTENANCE OF THE EXTERIOR WOOD POST. THE SCOPE OF WORK INCLUDES REVIEW AND ASSESSMENT OF EXISTING WOOD POST; REMOVE AND REPLACE DAMAGED POST TO MATCH EXISTING; REPAIR OF CHIPPED CONCRETE PIERS. 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2. ALL DRAWINGS, SPECIFICATIONS AND DOCUMENTS ENUMERATED IN THE OWNER/CONTRACTOR AGREEMENT ARE CONSIDERED TO BE PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO START OF CONSTRUCTION SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. WHERE CONFLICTS BETWEEN DRAWINGS AND THE SPECIFICATIONS OCCUR, CONSTRUCTION SHALL FOLLOW THE MORE STRINGENT REQUIREMENT UNLESS OTHERWISE APPROVED BY SEOR. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES: 2025 CALIFORNIA BUILDING CODE, CALIFORNIA CODE OF REGULATIONS, TITLE 24, PART 2, VOLUME 2 OF 2 AND LATEST REVISIONS ADOPTED PRIOR TO PERMITTING REFERRED TO HERE AS “THE CODE”, AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING STATE OF CALIFORNIA DIVISION OF OCCUPATIONAL SAFETY AND HEALTH (DOSH), AND THOSE CODES & STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. ALL REFERENCED STANDARDS SHALL BE THE VERSION INDICATED IN CHAPTER 35 OF THE CODE. 6. THE STRUCTURAL CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER DO NOT INCLUDE REVIEW OF THE ABOVE ITEMS. 7. INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, NOTIFY THE ARCHITECT IMMEDIATELY. 8. OPENINGS, POCKETS, PENETRATIONS, NON-STRUCTURAL EMBEDS, ETC. SHALL NOT BE PLACED IN ANY STRUCTURAL MEMBER EXCEPT AS NOTED OR DETAILED ON THESE DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW SUCH ITEMS PLACED IN A MANNER THAT IS NOT CONSISTENT WITH THE STRUCTURAL DRAWINGS. 9. THE CONTRACT STRUCTURAL DRAWINGS SHOW THE BUILDING IN ITS FINAL INTENDED POSITION. MAKE PROVISIONS IN THE CONSTRUCTION SEQUENCING OF THE BUILDING TO TAKE INTO ACCOUNTS SHRINKAGE, CREEP, SHORTENING, THERMAL EXPANSION, ETC. 10. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 12. COORDINATE AND VERIFY EDGE OF SLAB DIMENSIONS PRIOR TO FABRICATION OR PLACEMENT OF FORMWORK. 13. OBTAIN AN UNDERGROUND SERVICE ALERT INQUIRY IDENTIFICATION NUMBER AT LEAST TWO WORKING DAYS BEFORE STARTING WORK WITH THIS PERMIT. DIAL 811 (OR 1-800-422-4133 FOR SOUTHERN CALIFORNIA PROJECTS) 14. THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES PRIOR TO EXCAVATION OR SHORING , THERE MAY BE DISCREPANCIES BETWEEN THE LOCATION INDICATED ON THE SITE SURVEY AND ACTUAL VERIFIED LOCATIONS. IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE NEW CONSTRUCTION OR SHORING, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 15. CONTRACTOR SHALL COORDINATE SHORING WITH DRAWINGS OF RECORD TO ENSURE PROVISIONS FOR POCKETS, BLOCKOUTS, OFFSETS, STEPPED FOOTINGS AND ANY OTHER ITEMS AFFECTED BY THE SHORING. 16. CONTRACTOR SHALL SUBMIT PLANS SHOWING ALL PROPOSED OPENINGS (SIZE & LOCATIONS) TO AOR & SEOR FOR REVIEW AND APPROVAL BEFORE START OF WORK. GENERALFOUNDATION 1. FOUNDATION DESIGN BASED ON CODE MINIMUMS. 2. CONVENTIONAL FOUNDATIONS AND SLABS-ON-GRADE SHALL BEAR ON FIRM NATURAL SOIL OR COMPACTED FILL. ALL UNSUITABLE SOILS SHALL BE REMOVED AND RECOMPACTED UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER OR HIS/HER REPRESENTATIVE. REFER TO THE GEOTECHNICAL REPORT AND PROJECT SPECIFICATIONS FOR EXTENT OF REMOVAL AND COMPACTION REQUIREMENTS. 3. FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION PAD FOOTINGS ALLOWABLE BEARING PRESSURE = 1.500 PSF BEARING CAPACITY IS BASED ON 24-INCH MINIMUM FOOTING WIDTH AND 24- INCH MINIMUM FOOTING DEPTH BELOW ADJACENT GRADE. INCREASE FOR SHORT TERM LOADS ALLOWABLE BEARING PRESSURES MAY BE INCREASED BY 1/3 WHEN APPLIED DEAD AND LIVE LOADS ARE COMBINED WITH WIND AND SEISMIC FORCES. LATERAL RESISTANCE ALLOWABLE PASSIVE EARTH PRESSURE = 150 PCF PASSIVE AND FRICTION RESISTANCE MAY BE COMBINED TO RESIST LATERAL LOADS INCLUDING WIND AND SEISMIC WITHOUT REDUCTION. 4. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE INSPECTOR OR THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE AND REINFORCING. CONTRACTOR TO NOTIFY THE INSPECTOR OR THE GEOTECHNICAL ENGINEER WHEN INSPECTION OF EXCAVATION IS READY. THE INSPECTOR OR THE GEOTECHNICAL ENGINEER TO SUBMIT LETTER OF COMPLIANCE. 5. REMOVE ALL ABANDONED FOOTINGS, UTILITIES, ETC. 6. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON DRAWINGS. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE INSPECTOR OR SOILS ENGINEER, FOUNDATION ELEVATIONS WILL BE ALTERED BY CHANGE ORDER. 7. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF SUCH BRACING. 8. FOOTING BACKFILL AND UTILITY BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND APPROVED BY THE SOILS ENGINEER. FLOODING WILL NOT BE PERMITTED. ALL FILLS USED TO SUPPORT FOUNDATIONS SHALL BE INSPECTED BY THE SOILS ENGINEER REPRESENTATIVE PER CODE SECTION 1705.6 & TABLE 1705.6. 9. PLACE A MOISTURE BARRIER MEMBRANE OVER SAND AND GRAVEL BASE UNDER SLABS-ON-GRADE PER THE GEOTECHNICAL REPORT, OR AS INDICATED ON THE DRAWINGS AND PROJECT SPECIFICATIONS. 1. STRUCTURAL OBSERVATION SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNEE IN ACCORDANCE WITH SECTION 1704.6 OF THE CODE. 2. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATION. STRUCTURAL OBSERVATION DOES NOT WAVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE CITY OR DEPUTY INSPECTORS. 3. THE CONTRACTOR SHALL COORDINATE AND CALL FOR A PRE- CONSTRUCTION MEETING BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN. STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS, PROJECT INSPECTOR. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. 4. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE FOLLOWING SIGNIFICANT CONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER. CONSTRUCTION STAGES ELEMENTS/CONNECTIONS TO BE OBSERVED FOUNDATIONS REINF/CONC/ANCHOR BOLTS 5. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT FOR EACH SIGNIFICANT STATE OF CONSTRUCTION OBSERVED. A COPY OF THE OBSERVATION REPORT SHALL BE SENT TO THE OWNER, CONTRACTOR AND INSPECTOR OF RECORD (IOR). STRUCTURAL OBSERVATIONS 1. THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL HAVE CONTINUOUS INSPECTION BY A PROJECT INSPECTOR APPROVED BY THE JURISDICTION. A. CONCRETE. B. BOLTS INSTALLED IN CONCRETE. C. PLACING OF REINFORCING STEEL. D. EXPANSION ANCHORS. E. EPOXY ANCHORS. F. HIGH STRENGTH BOLTS. 2. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1704 OF THE CODE AND ANY ADDITIONAL REQUIREMENTS STATED IN THESE DRAWINGS AND/OR THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS 1. TEST AND INSPECTIONS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 17, SECTION 1704 OF THE CODE. 2. CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY AN ADDENDA OR CHANGE ORDER APPROVED BY THE CITY. 3. A PROJECT INSPECTOR EMPLOYED BY THE OWNER AND APPROVED BY THE CITY SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, PART 1, TITLE 24 CALIFORNIA CODE OF REGULATIONS. TEST AND INSPECTION REQUIREMENTS CONCRETE 1. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF THE CODE AND WITH THE PROVISIONS OF ACI 318-19. 2. REINFORCED CONCRETE IS DESIGNED BY THE "ULTIMATE STRENGTH DESIGN METHOD". 3. CONCRETE MIXTURES SHALL BE DESIGNED BY THE APPROVED TESTING LABORATORY AND REVIEWED BY THE STRUCTURAL ENGINEER. THE COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE PROPORTIONED BASED AS INDICATED ON ACI 318. 4. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES 5. PROVIDE CONCRETE MIXTURES THAT MEET THE DURABILITY REQUIREMENTS INDICATED IN THE GEOTECHNICAL REPORT AND PROJECT SPECIFICATIONS. 6. CONCRETE SHRINKAGE SHALL BE LIMITED TO 0.05 PERCENT PER ASTM C157. 7. CONCRETE SHALL BE MAINTAINED ABOVE 50 DEGREES FAHRENHEIT AND IN MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT. 8. CEMENT TYPE PER SCHEDULE ABOVE OR ASTM C-595 FOR TYPE 1L, AS AN ALTERNATIVE. SEE 03 30 00 CAST-IN-PLACE CONCRETE SPEC FOR MORE DETAILS. 9. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS. 10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94.. 11. PLACEMENT OF CONCRETE SHALL CONFORM TO THE CODE CHAPTER 19 AND PROJECT SPECIFICATIONS. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED UNLESS NOTED OTHERWISE. 12. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS, INCLUDING PIPES AND CONDUITS, SHALL BE SECURED IN POSITION PRIOR TO PLACING CONCRETE. 13. PROVIDE SLEEVES FOR PIPES AND CONDUITS PASSING THROUGH CONCRETE MEMBERS INCLUDING CONCRETE OVER METAL DECK BEFORE PLACING. DO NOT CUT REINFORCING WHICH MAY CONFLICT. SLEEVES SHALL NOT EXCEED 6-INCHES IN DIAMETER AND SHALL BE SPACED A MINIMUM OF 3 DIAMETERS APART FROM OTHER SLEEVES USING THE LARGER SLEEVE DIAMETER, OR AS INDICATED ON THE DRAWINGS. CLUSTERS OF SLEEVES ARE NOT PERMITTED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 14. CORING IN CONCRETE IS NOT PERMITTED WITHOUT ARCHITECT REVIEW AND APPROVAL. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 15. CONDUITS LARGER THAN 1-1/2" DIAMETER MAY BE EMBEDDED IN STRUCTURAL CONCRETE WHERE SPECIFICALLY APPROVED BY STRUCTURAL ENGINEER. UNLESS DETAILED OTHERWISE, EMBEDDED CONDUIT SHALL CONFORM TO THE FOLLOWING: A. CONDUITS SHALL NOT DISPLACE OR INTERRUPT REINFORCING BARS. B. DO NOT STACK AND/OR CLUSTER CONDUITS. C. SPACE EMBEDDED CONDUITS A MINIMUM OF 3 DIAMETERS CLEAR FROM OTHER EMBEDDED CONDUITS USING THE LARGER CONDUIT DIAMETER. D. PROVIDE 1-1/2" CLEAR FROM REINFORCING BARS. E. NO HORIZONTAL CONDUITS SHALL BE PLACED IN CONCRETE FILL OVER METAL DECK. F. EMBEDDED CONDUITS SHALL BE PLACE IN THE MIDDLE THIRD OF SLABS, BEAMS, WALLS, FOOTINGS, ETC. 16. PIPES ARE NOT PERMITTED TO BE EMBEDDED IN CONCRETE. LOCATION EXPOSURE CLASSES MIN STRENGTH f'c (PSI)F S W C MAX WATER/ CEMENT RATIO CEMENT TYPE (ASTM C150) DENSITY FOOTINGS 4,500 0.45 145II/VC1F0S0W0 WOOD 1. COMPLY WITH THE REQUIREMENTS IN CHAPTER 23 OF THE CODE AND AF&PA'S WCD 1, "DETAILS FOR CONVENTIONAL WOOD FRAME CONSTRUCTION," UNLESS OTHERWISE INDICATED. 2. DIMENSIONAL LUMBER FRAMING: A. SPECIES, GRADE, AND MOISTURE CONTENT NOTED BELOW: 3. FASTENERS: A. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, PRESERVATIVE TREATED, FIRE RETARDANT TREATED, OR IN AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS W ITH HOT-DIP ZINC COATING COMPLYING WITH ASTM A 153. B. NAILS: ASTM F1667, COMMON TYPE. 4. WOOD CONNECTORS: A. PROVIDED BASIS OF DESIGN HANGERS, STRAPS, TIES, HOLD DOWNS, ETC, AS INDICATED ON THE DRAWINGS. B. WHERE CONNECTORS ARE IN EXPOSED, EXTERIOR APPLICATIONS OR IN CONTACT WITH PRESERVATIVE TREATED LUMBER, PROVIDE HOT-DIP GALVANIZED OR STAINLESS STEEL CONNECTORS. 5. WHERE POSTS OR MULTIPLE STUDS UNDER BEAMS OR HEADERS ARE CALLED FOR ON DRAWINGS THOSE POSTS OR MULTIPLE STUDS SHALL BE CARRIED TO THE FOUNDATION/PODIUM LEVEL U.N.O. 6. ALL NAILING/SCREWING SHALL CONFORM TO THE APPLICABLE BUILDING CODE AND REGULATIONS. 7. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED AND SHALL BE APPROVED BY THE BUILDING INSPECTOR PRIOR TO COVERING. 8. ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD MEMBERS SHALL BE PROVIDED WITH METAL WASHERS (1/4"x3"x3" MIN). 9. ALL 1/2" DIAMETER AND LARGER BOLTS CALLED OUT ON DRAWINGS, INCLUDING ANCHOR BOLTS (A.B.) SHALL HAVE STEEL SQUARE PLATE WASHERS AS LISTED BELOW UNDER THE HEAD AND/OR NUT BEARING ON WOOD. (ALL ANCHOR BOLTS SHALL BE 12" LONG, UNLESS NOTED OTHERWISE. 10. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE (OR ENGINEER APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HARDWARE SHALL BE FULLY NAILED FOR MAXIMUM CAPACITY, UNLESS NOTED OTHERWISE. 11. ALL NAILS CONNECTING WOOD MEMBERS SHALL BE COMMON NAILS. MINIMUM NAILING REQUIREMENTS OUTLINED IN TABLE 2304.10.1 SHALL BE FOLLOWED UNLESS OTHERWISE NOTED. 12. RETIGHTEN BOLTS BEFORE CLOSING-IN. 13. ALL HOLD DOWN ANCHORS AND ALL OTHER ANCHORS AND MISCELLANEOUS METAL HANGERS ARE BY SIMPSON OR APPROVED EQUAL. DIMENSIONAL LUMBER USE SPECIES GRADE MOISTURE CONTENT LUMBER 2" TO 4" THICK x 5" OR WIDER (JOISTS/RAFTERS) DOUGLAS FIR-LARCH #2 & BETTER KD (15%) LUMBER 5x5 AND GREATER (BEAMS) DOUGLAS FIR-LARCH #1 S-DRY (19%) LUMBER 5x5 AND GREATER (POSTS) DOUGLAS FIR-LARCH #1 S-DRY (19%) WASHER - THICKNESS WASHER - WIDTH BOLT DIAMETER 2 3/4" 5/16"1/4" 2 1/2" 1/2" 5/8" 7/16"3/8" 3" 3 1/2" 3/4" 7/8" 1/2" 4" 1" 1. ALL EXPANSION TYPE ANCHORS SHALL CONSIST OF HILTI KWIK BOLT TZ2 CONCRETE ANCHORS PER ICC ESR-4266 REPORT. INSTALLATION SHALL BE IN CONFORMANCE WITH THE ICC REPORT. 2. ALL EPOXY TYPE ANCHORS SHALL CONSIST OF HILTI HIT HY-200 HYBRID ADHESIVE USED IN CONJUNCTION WITH DEFORMED REINFORCING BARS PER ICC REPORT ESR-3187. INSTALLATION OF ANCHORS SHALL BE IN CONFORMANCE WITH THE ICC REPORT. 3. WHEN INSTALLING DRILLED IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. 4. THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE PERIODICALLY DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, PREDRILLED HOLE DIMENSIONS, ANCHOR SPACING, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT AND TIGHTENING TORQUE. 5. TEST ALL POST-INSTALLED ANCHORS AS REQUIRED PER SECTION 1705 OF THE CODE. 6. ALL WEDGE ANCHORS SHALL BE CARBON STEEL, UNO. USE STAINLESS STEEL ANCHORS IN EXTERIOR EXPOSURE AND DAMP ENVIRONMENTS. POST-INSTALLED CONCRETE ANCHORS 1. REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE CODE, ASTM 706, GRADE 60 (UNO). DEFORMATIONS SHALL BE IN ACCORDANCE WITH ASTM A-305. 2. BARS SHALL BE CLEAN OF RUST GREASE OR OTHER MATERIALS LIKELY TO IMPAIR BOND. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 3. DETAIL, FABRICATE, AND INSTALL REINFORCING IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301, ACI 117, AND THE "CRSI MANUAL OF STANDARD PRACTICE." 4. REINFORCING BAR SPLICES SHALL BE MADE AS INDICATED ON THE DRAWINGS. MINIMUM SPLICE LENGTH FOR REINFORCING STEEL BARS IN MASONRY SHALL BE 72 BAR DIAMETERS, 36" MINIMUM. MINIMUM SPLICE LENGTH FOR REINFORCING STEEL BARS IN CONCRETE SHALL BE AS REQUIRED FOR CLASS B SPLICE PER ACI 318 SECTION 25.5.2 UNO. LAP ALL HORIZONTAL BARS AT CORNERS AND INTERSECTIONS. 5. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION IS MADE. 6. COMPLETE AND DETAILED REINFORCING PLACEMENT DRAWINGS SHALL BE PREPARED AND SUBMITTED TO THE ARCHITECT FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION IN ACCORDANCE WITH THE SPECIFICATIONS AND APPLICABLE CODES. THESE DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE. 7. MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE SUBMITTED PRIOR TO PLACEMENT OF CONCRETE. 8. CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE INSPECTION DURING INSTALLATION OF REINFORCING STEEL. INSPECTION SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT SLEEVES AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 9. CONCRETE PROTECTION FOR REINFORCEMENT: REINFORCING STEEL CAST-IN-PLACE CONCRETE: THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH #6 & LARGER CONCRETE EXPOSED TO EARTH OR WEATHER MINIMUM COVER 3" 2" #5 & SMALLER 1 1/2" #14 & LARGER SLABS, WALLS, OR JOISTS NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND 1 1/2" #11 & SMALLER 3/4" BEAM AND COLUMN TIES & STIRRUPS NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 1 1/2" SPECIAL INSPECTION NOTES: 1. OWNER WILL RETAIN A QUALIFIED, INDEPENDENT SPECIAL INSPECTION AGENCY TO PERFORM SPECIAL INSPECTIONS AND TESTS PER CHAPTER 17 OF THE CODE. REFER TO THE TABLES 1 AND 2 FOR TESTS AND INSPECTIONS THAT WILL BE PERFORMED. 2. THE SPECIAL INSPECTOR WILL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL NON-CONFORMING WORK WILL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. 3. TESTING FREQUENCIES IDENTIFIED IN THE STATEMENT OF SPECIAL INSPECTION ARE DEFINED AS FOLLOWS: A. CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. B. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. C. OBSERVE: THE SPECIAL INSPECTOR WILL OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. D. PERFORM: THE SPECIAL INSPECTOR WILL PERFORM THESE TASKS FOR EACH ELEMENT. E. DOCUMENT: THE SPECIAL INSPECTOR WILL DOCUMENT IN A REPORT THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. CONTRACTOR RESPONSIBILITY: 1. THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND/SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND/SEISMIC FORCE RESISTING COMPONENT LISTED IN TABLE 1 SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL. C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION INCLUDING THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS. D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. SPECIAL INSPECTIONS AND TESTING TABLE 1 - REQUIRED SPECIAL INSPECTIONS INSPECTION SYSTEM OR MATERIAL CODE REFERENCE REMARKS CONCRETE 1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT 3. INSPECT ANCHORS CAST IN CONCRETE 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATION TO RESIST SUSTAINED TENSION LOADS. B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4A. 5. VERIFY USE OF REQUIRED DESIGN MIX 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TEST, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF CONCRETE. 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. ACI 318 CHAPTER 20, 25.2 - 25.3, 26.6.1 - 26.6.3 TOLERANCE AND REINFORCING PLACEMENT PER ACI 318, SECTION 26.6.2 1705.3 ACI 318 17.8.2 CONTINUOUS INSPECTION REQUIREMENTS PER ICC EVALUATION REPORT. VERIFY THAT ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATION ARE INSTALLED BY CERTIFIED INSTALLERS. ACI 318 17.8.2.4 ACI 318 17.8.2 1904.1, 1904.2, ACI 318 CH 19, 26.4.3, 26.4.4 CONTINUOUS CONTINUOUS ASTM C172 ASTM C31 ACI 318 26.5, 26.12 ACI 318 26.5 ACI 318 26.5.3 - 26.5.51908.9 VERIFY THAT ALL MIXES USED COMPLY WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED CODES AND STANDARDS REFERENCED STANDARDS INSPECTION TYPE PERIODIC PERIODIC PERIODIC PERIODIC PERIODIC TABLE 2 - REQUIRED TESTING FOR SPECIAL INSPECTIONS TESTING GEOTECHNICAL SYSTEM OR MATERIAL REMARKS CODE REFERENCE REFERENCED STANDARDS CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIAL MATERIAL VERIFICATION CONCRETE CONCRETE STRENGTH ASTM C39 CONCRETE SLUMP ASTM C143 CONCRETE AIR CONTENT ASTM C231 CONCRETE TEMPERATURE ASTM C1064 FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS PLACED. TEST EACH 150 CY NOR LESS THAN EACH 5000 SF OF SLAB OR WALL PLACED EACH DAY 1705.6 1903 1705.3 1. BUILDING DATA: PROJECT ADDRESS: 600 N PARKCENTER DR, SANTA ANA, CA 92705 EXISTING BUILDING: CONSTRUCTION TYPE: V-B SPRINKLERS: N/A OCCUPANCY: B (EXISTING TO REMAIN) DESIGN CRITERIA 18400 Von Karman Ave., Suite 600 Irvine, CA 92612 O: 949.252.1022 www.kpff.com Sheet Number Sheet Name Project Status Scale Drawn By: Agency Approval Stamp Consultant Job Number: REVISIONS Project Title: Key Plan Approved By: Checked By: Issue Date: Project Address: 12" = 1'-0" 4/ 3 / 2 0 2 6 4 : 1 3 : 0 9 P M A u t o d e s k D o c s : / / 1 0 2 6 2 5 0 0 2 2 2 - A m er i c a n R e d C r o s s - - S a n t a A n a / 2 5 0 0 2 2 2 A m e r i c a n R e d Cr o s s S A _ S 2 4 . r v t S-0.2 GENERAL STRUCTURAL NOTES, TESTING, INSPECTION, AND OBSERVATION Project Status SA 10262500222 AMERICAN RED CROSS - SANTA ANA 600 N Parkcenter Dr., Santa Ana, CA 92705 WT JW 11/18/2025 NO DATE DESCRIPTION 1 2026.04.06 PLAN CHECK RESPONSE 1 1 1 EXISTING BUILDING EXISTING BUILDING EXISTING STORAGE EXISTING STORAGE RA M P U P GOLDEN CIRCLE PA R K C E N T E R D R I V E EXISTING PARKING EXISTING PARKING EXISTING PARKING EXISTING PARKING NOT WITHIN SCOPE SEE 1/S-1.2 306'-0"* EXISTING TRASH ENCLOSURE 10'-0"* EXISTING ACCESSIBILITY PARKING EXISTING ACCESSIBILITY PARKING EXISTING PLANTEREXISTING PLANTER 8 ' - 0 " * 19'-0"* 67'-0"* EXISTING CONCRETE WALK 17 ' - 0 " * 10 ' - 0 " * EXISTING ACCESSIBILITY PARKING EXISTING CONCRETE WALK 147'-0"* EXISTING PLANTER 8' - 0 " * EXISTING PLANTER * DIMENSIONS TO BE VERIFY IN FIELD. EXISTING CONCRETE WALK EXISTING PLANTER 25 ' - 0 " * 67 ' - 0 " * 29'-0"* EXISTING PLANTER EXISTING CONCRETE WALK EXISTING PLANTER 30 ' - 0 " * 70 ' - 0 " * EXISTING PLANTER 29 7 ' - 0 " * 18400 Von Karman Ave., Suite 600 Irvine, CA 92612 O: 949.252.1022 www.kpff.com Sheet Number Sheet Name Project Status Scale Drawn By: Agency Approval Stamp Consultant Job Number: REVISIONS Project Title: Key Plan Approved By: Checked By: Issue Date: Project Address: 1" = 20'-0" 4/ 3 / 2 0 2 6 4 : 1 3 : 1 3 P M A u t o d e s k D o c s : / / 1 0 2 6 2 5 0 0 2 2 2 - A m er i c a n R e d C r o s s - - S a n t a A n a / 2 5 0 0 2 2 2 A m e r i c a n R e d Cr o s s S A _ S 2 4 . r v t S-1.1 SITE PLAN Project Status ELG 10262500222 AMERICAN RED CROSS - SANTA ANA 600 N Parkcenter Dr., Santa Ana, CA 92705 WT JW 11/18/2025 NO DATE DESCRIPTION SCALE : 1" = 20'-0"1 SITE PLAN N EXISTING BUILDING (E) 6x6 POST & (E) FTG TYP, UNO (E) 6x6 POST (ABOVE) & (E) 6x12 BEAM (ABOVE) TYP @ (8) LOCATIONS P1: O P2: S P3: S P4: S P5: O P6: B P7: B P8: B P9: B P10: B P11: F P12: F P13: X P14: O P15: O P16: X, B P17: O P18: X, B P19: O P20: O P21: O P22: X, F P23: O P24: O P25: O P26: O P27: O P28: O P30: O P32: O P33: X P34: O P35: B P36: X P37: B P38: S P39: S P40: S P42: B P43: S P44: O P45: O P46: S ' P29: O P31: S P41: X , B P47: X , B P48: O P49: B P50: O P51: X , B P52: X , B P53: X , B P54: O P55: O C1: R C2: O C3: O C4: O C5: O C6: O C7: R C8: R 1234567891011121314151617 A B C D E F G H I J K L M N O P Q R I.5 I.8 J.5 K.9 L.9 M.9 N.9 15.8 9.9 9.5 7.37.8 5.35.7 3.7 3.3 (VIF) 6' - 0" (VIF) 19' - 0" (VIF) 6' - 0" (VIF) 13' - 0" (VIF) 6' - 2" (VIF) 6' - 0" (VIF) 6' - 0" (VIF) 11' - 10" (VIF) 6' - 0" (VIF) 11' - 10" (VIF) 6' - 0" (VIF) 11' - 10" (VIF) 6' - 0" (VIF) 11' - 10" (VIF) 6' - 0" (VIF) 6' - 0" (V I F ) 6' - 0 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 1 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 14 ' - 2 " (V I F ) 6' - 0 " (V I F ) 6' - 2 " (VIF) 6' - 0" (VIF) 13' - 0"(VIF) 10" (VIF) 6' - 0" (VIF) 5' - 0" (VIF) 6' - 0" (VIF) 2' - 0" (VIF) 6' - 0" (VIF) 3' - 10" (VIF) 6' - 0" (VIF) 3' - 2" (VIF) 6' - 0" (VIF) 2' - 8" (VIF) 6' - 0" (VIF) 4' - 4" (VIF) 5' - 0" (VIF) 2' - 6" (VIF) 6' - 0" (V I F ) 1' - 0 " (V I F ) 5' - 0 " (V I F ) 1' - 0 " (V I F ) 13 ' - 2 " (V I F ) 2' - 0 " (V I F ) 4' - 0 " (V I F ) 2' - 0 " (V I F ) 12 ' - 2 " (V I F ) 3' - 0 " (V I F ) 3' - 1 0 " (V I F ) 2' - 2 " (V I F ) 6' - 0 " LEGEND FOR EXISTING POST O = ACCEPTABLE CONDITION S = POST IS CRACKING, SCREW AND FILL PER X = UNACCEPTABLE POST CONDITION, REMOVE POST AND REPLACE PER B = BASE NEEDS COSMETIC FIX. CHIP/REMOVE LOOSE MATERIAL UNTIL SOLID ADHESION CAN BE OBTAIN. FORM TO MATCH (E) PLINTHS AND FILL WITH NON-SHRINK GROUT. DO NOT OVER-CHIP (E) PLINTHS BELOW GRADE. DO NOT FORM ABOVE (E) PLINTHS. F = UNACCEPTABLE FOOTING CONDITION, REMOVE FOOTING AND REPLACE PER ' = PROVIDE ADDITIONAL L-BRACKET EA SIDE OF POST AT ROOF BEAM LEGEND FOR EXISTING CANTILEVER BEAMS O = ACCEPTABLE CONDITION R = PROVIDE ADDITIONAL SUPPORT PER * = PROVIDE ADDITIONAL SIMPSON LTP4 EA SIDE OF (E) CANTILEVER TO (E) POST CONNECTION 10 S-3.110/ 1 S-3.11/ 9 S-3.19/ 8 S-3.18/ 18400 Von Karman Ave., Suite 600 Irvine, CA 92612 O: 949.252.1022 www.kpff.com Sheet Number Sheet Name Project Status Scale Drawn By: Agency Approval Stamp Consultant Job Number: REVISIONS Project Title: Key Plan Approved By: Checked By: Issue Date: Project Address: As indicated 4/ 3 / 2 0 2 6 4 : 1 3 : 1 4 P M A u t o d e s k D o c s : / / 1 0 2 6 2 5 0 0 2 2 2 - A m er i c a n R e d C r o s s - - S a n t a A n a / 2 5 0 0 2 2 2 A m e r i c a n R e d Cr o s s S A _ S 2 4 . r v t S-1.2 FOUNDATION PLAN Project Status SA 10262500222 AMERICAN RED CROSS - SANTA ANA 600 N Parkcenter Dr., Santa Ana, CA 92705 WT JW 11/18/2025SCALE : 1/8" = 1'-0"1 FOUNDATION PLAN NO DATE DESCRIPTION N EXISTING POST ASSUMED TO BE 6x6 DF #1 POST (VIF) 2 2026.04.092 PLAN CHECK RESPONSE 2 (E) 6x BEAM (E) 6x BEAM (E) ROOF FRAMING 6x6 POST TO REPLACE THE (E) POST AT LOCATIONS INDICATED ON SITE PLAN. TEMPORARY SHORE BEAMS PER (E) CONC WALKWAY (E) FOOTING (E) ROOF SHEATHING 3 S-3.1 6" M A X A B V G R A D E 1" M I N A B V C O N C STEEL POST BASE W/ (2) 1/2" Ø THRU BOLTS THRU BOLTS PER T-STRAP PER 7 S-3.1 5 S-3.1 (E) 6x BEAM (E) 6x BEAM (E) CONC WALKWAY 2x8 BLOCKS NAILED TO BEAM AND POST. ANGLE POST FOR TIGHT FIT OR SHIM SHORING POST ENGINEERED PLASTIC SHIMS DRIVEN FOR TIGHT FIT SHORING POST 4x6 BLOCK 2x8 BLOCKS NAILED TO UNDER SIDE OF THE BEAM AND TO TOP OF POST W/ DUPLEX HEAD NAILS UTILIZE POSTS BEHIND REMOVED FRO SHORING POSTS. CONFIRM ENDS ARE COMPETENT OR CUT OFF TO COMPETENT WOOD ENGINEERED PLASTIC SHIMS DRIVEN FOR TIGHT FIT SHORING POST 4x6 BLOCK 18" (E) 6x BEAM 6x6 POST 3/4"⌀THRU BOLTS 18" 'T' PLATE AT BEAM SPLICE. 8" 'T' PLATE AT CONT BEAM (2) 6" L'S AT CORNER POSTS STAGGERED 1" VERT (E) 6x BEAM 6x6 POST 3/4"⌀THRU BOLTS 8" BEAM SPLICE CONTINUOUS BEAM (E) 6x BEAM 6x6 POST (3) 7/8"⌀THRU BOLTS W/ STANDARD CUT WASHERS 3" 3" 3" (E) BEAM SPLICE TO REMAIN UNCHANGED (E) 6x BEAM PT 6x6 POST (E) CONC WALKWAY(E) PAVEMENT 12"⌀PILE FOOTING x 18" DEEP (E) 6x POST (E) THRU BOLTS 3" C L R CLR 3" (3) #4 TIES EQUALLY SPACED (4) #5 VERT BARS (N) SIMPSON 'CBS' (N) SIMPSON 'CCQ' 1'-0" MAX (E) 12"Ø CONC PIER TO BE REMOVED TO TOP OF PAD FOOTING AND REPLACED AT LOCATIONS INDICATED ON SITE PLAN. SLOPE TOP OF PIER 1/2" FROM POST TO EDGE OF PIER CL R 1" 4" PA D F T G (E ) C O N T O R EM B E D 4" (N) 12"Ø CONC PIER W/ SIMPSON 'CB66' CONNECTOR W/ 1/2"Ø THRU BOLTS & (3) #3 TIES AS SHOWN 1/2" RADIUS DOWEL POST TO BE REMOVED AND REPLACED AT LOCATIONS INDICATED ON SITE PLAN (4) #5 BARS W/ HITI 'HY-200' EPOXY ADHESIVE W/ DEPUTY SPECIAL INSP REQ'D (ICC -ES ESR-3187) NOTES: 1. NEW CONCRETE SHALL BE 4500 PSI AND TYPE V CEMENT W/ NO SPECIAL INSPECTION. 2. SEE DETAIL FOR ADDITIONAL INFORMATION REGARDING POST REMOVAL AND REPLACEMENT. (E) CONC WALK 8A S-3.1 3 S-3.13/ EM B E D 3" TY P 2" 1' - 6" SQ (E) CONC WALK SAWCUT, REMOVE AND REPLACE (E) SIDEWALK AT NEW PIER #3 TIGHT FIT DOWELS AT MIDHEIGHT OF SLAB NEW CONC PIER, POST BASE AND, IF RQ'D, POST 1' - 0" 1' - 0" SQ (E) 6x6 POST #10 WOOD SCREW W/ CSK HEAD, FILL HOLE W/ WOOD PUTTY AS NEEDED (E) CHECK WITHIN POST WHERE OCCURS 18400 Von Karman Ave., Suite 600 Irvine, CA 92612 O: 949.252.1022 www.kpff.com Sheet Number Sheet Name Project Status Scale Drawn By: Agency Approval Stamp Consultant Job Number: REVISIONS Project Title: Key Plan Approved By: Checked By: Issue Date: Project Address: As indicated 4/ 3 / 2 0 2 6 4 : 1 3 : 1 8 P M A u t o d e s k D o c s : / / 1 0 2 6 2 5 0 0 2 2 2 - A m er i c a n R e d C r o s s - - S a n t a A n a / 2 5 0 0 2 2 2 A m e r i c a n R e d Cr o s s S A _ S 2 4 . r v t S-3.1 STRUCTURAL DETAILS Project Status SA 10262500222 AMERICAN RED CROSS - SANTA ANA 600 N Parkcenter Dr., Santa Ana, CA 92705 WT JW 11/18/2025 S-3.1 1" = 1'-0" 1 POST REPLACEMENT S-3.1 1" = 1'-0" 3 SECTION AT TEMPORARY SHORING S-3.1 1 1/2" = 1'-0" 5 EXISTING ROOF POST CONNECTION S-3.1 1 1/2" = 1'-0" 7 EXTERIOR DECK BEAM CONNECTION S-3.1 1 1/2" = 1'-0" 9 POST AT EXISTING CANTILEVER BEAM S-3.1 1" = 1'-0" 8 REPLACEMENT CONCRETE PIER 8A PLAN VIEW S-3.1 1 1/2" = 1'-0" 10 SCREW AND FILL POST NO DATE DESCRIPTION WT WT CITY OF SANTA ANA Planning and Building Agency f,Rf ORANGE COUNTY FIRE AUTHORIT �6EC y Approved Plan Referral Form FOR PERMIT ISSUANCE 4 Required for OCFA to review plans upon the request of the Building Department whe �OTHon<`� the answers on the Plan Submittal Criteria Form (on the reverse) are all "No". City / County Official Requesting Review: City / County Reference #: City/County: Contact Name: Title: Date: E-Mail: Phone #: ** 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: OCFA Authorization ElNo 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: Updated: 06/02/2020 rs