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HomeMy WebLinkAbout2102 S Flower St- Sign - Plan03/31/25 8/1/2024 GENERAL NOTES SYMBOLS LEGEND ABBREVIATIONS SHEET INDEX 1. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT DOCUMENTS WITH EACH OTHER AND SHALL AT ONCE REPORT TO THE ARCHITECT ERRORS, INCONSISTENCIES OR OMISSIONS DISCOVERED. IF THE CONTRACTOR PERFORMS ANY CONSTRUCTION ACTIVITY KNOWING IT INVOLVES A RECOGNIZED ERROR, INCONSISTENCY OR OMISSION IN THE CONTRACT DOCUMENTS WITHOUT SUCH NOTICE TO THE ARCHITECT, THE CONTRACTOR SHALL ASSUME APPROPRIATE RESPONSIBILITY FOR SUCH PERFORMANCE AND SHALL BEAR AN APPROPRIATE AMOUNT OF THE ATTRIBUTABLE COSTS FOR CORRECTION. 2. WHERE NEW CONSTRUCTION ABUTS EXISTING CONSTRUCTION TO REMAIN, ALL CONDITIONS AFFECTING WORK PROGRESS AND CONFORMANCE TO PLANS AND SPECIFICATIONS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO START OF WORK. 3. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED MEASUREMENTS. WHERE DISCREPANCIES IN DIMENSIONS OCCUR THEY SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION. 4. ALL WORK AND MATERIALS SHALL BE IN ACCORD WITH THE LATEST RULES AND REGULATIONS OF ALL APPLICABLE STATE AND/OR LOCAL CODES, LAWS, ORDINANCES, STATUTES AND REGULATIONS. NOTHING IN THE DRAWINGS OR SPECIFICATIONS SHALL BE CONSTRUED AS REQUIRING OR PERMITTING WORK CONTRARY TO THESE RULES, REGULATIONS, AND CODES. 5. THE DRAWINGS INDICATE LOCATIONS, DIMENSIONS, AND TYPICAL DETAILS OF CONSTRUCTION. THE DRAWINGS DO NOT ILLUSTRATE EVERY CONDITION; WORK NOT EXPRESSLY DETAILED SHALL BE OF CONSTRUCTION SIMILAR TO PARTS THAT ARE DETAILED. W HERE DISCREPANCIES OCCUR, THEY SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION. 6. SITE BOUNDARY LINES, BOUNDARY DIMENSIONS, BOUNDARY DECLINATIONS, AND EXISTING GRADES ARE BASED UPON THE SURVEY DRAWING. THE CONTRACTOR SHALL BE DEEMED TO HAVE INSPECTED THE SITE AND SATISFIED HIMSELF AS TO ACTUAL GRADES, LEVELS, DIMENSIONS, AND DECLINATIONS AND THE TRUE CONDITIONS UNDER WHICH THE WORK IS TO BE PERFORMED. 7. MASONRY DIMENSIONS ARE GIVEN TO THE NOMINAL FACE OF MASONRY. DIMENSIONS ARE TO BE FACE OF FINISH UNLESS OTHERWISE NOTED. DO NOT SCALE THE DRAWINGS. LAY OUT WORK FOLLOWING WRITTEN DIMENSIONS. IF WRITTEN DIMENSIONS ARE LACKING, NOTIFY THE ARCHITECT AT ONCE. IF NO LOCATING DIMENSIONS ARE SHOWN, DOOR OPENINGS ARE LOCATED BY THE DOOR DETAILS. 8. DIMENSIONS AND ELEVATIONS ON THESE DRAWINGS REFER TO BUILDING DATUM, UNLESS OTHERWISE NOTED. 9. THE CONTRACTOR SHALL VISIT THE SITE AND VERIFY ALL EXISTING CONDITIONS BEFORE BIDDING. 10. CONTRACTOR TO CONFER WITH GEOTECH REPORT. HARDWOODHDWD. CABINETCAB. CEM. PLAS. CLKG. C.O. CLO. C.J. CH. CER. C.J. CLG. CEM. C.B. CAULKING CLEAN OUT CLOSET CONSTRUCTION JOINT COAT HOOK CONTROL JOINT CEILING CERAMIC CEMENT PLASTER CEMENT CATCH BASIN EXPO. EXT. EXP. E.W. E.W.C. EQUIP. EQ. E.P. ENCL. (E) EXPOSED EXTERIOR EXPANSION ELECTRIC WATER COOLER ELECTRICAL PANEL EQUIPMENT EACH WAY EXISTING ENCLOSURE EQUAL INTERMEDIATE INTERIOR INSULATION INSIDE DIAMETER (DIMENSION) HORIZONTAL HOLLOW STRUCTURE HARDWARE INTERM. INT. INSUL. I.D. HR. HT. HORIZ. H.S.S. HDWE. HOUR HEIGHT ADJUSTABLEADJ. B.O. BOT. B.U.R. B.O.C. B.R. B.S. BLW. BM. BLKG. BLK. BLDG. BITUM. BD. BOTTOM OF BOTTOM OF CURB BUILT-UP ROOFING BOTTOM BOTTOM OR RISER BOTTOM OF SILL BELOW BLOCKING BUILDING BITUMINOUS BOARD BEAM BLOCK APPROX. ASPH. BTW. ALT. ARCH. A.P. ALUM. AGGR. A.F.F. ASPHALT BETWEEN ARCHITECT APPROXIMATE ACCESS PANEL ALTERNATE ALUMINUM AGGREGATE ABOVE FINISH FLOOR ACOUS. A.D. A/C A.B. A.C. ABV. (E) (N) # T ∅ ANCHOR BOLT AREA DRAIN ACOUSTICAL AIR CONDITIONING ASPHALTIC CONCRETE ABOVE EXISTING POUND, NUMBER PERPENDICULAR DIAMETER, ROUND NEW CL @ & PL d CENTERLINE PROPERTY LINE PENNY (NAIL) AT ANGLE AND FLOOR SINKF.S. DRINKING FOUNTAIN E.F. EMER. ELEV. ELECT. E.J. EL. E.B. EA. E. EXHAUST FAN EXPANSION JOINT ELECTRICAL EMERGENCY ELEVATOR ELEVATION EXPANSION BOLT EACH EAST DIM. D.W.P. DWR. DWG. DR. D.O. DN. DISP. D.D DIAG. DIAM. D.F. DET. DEPT. DEMO. DIMENSION DESIGN WORKING POINT DOOR DRAWER DRAWING DOOR OPENING DISPENSER DOWN DETAIL DIAGONAL DIAMETER DECK DRAIN DEPARTMENT DEMOLISH HOLLOW CORE HOSE BIBB HAND RAIL GROUND H.B. HDR. H.C. H. H.R. HEADER HIGH GYP. GR. GND. GL. GYPSUM GRADE GLASS GROUND FAULT INTERRUPTER GYPSUM WALL BOARD GRAB BAR GALVANIZED FURRING FOUNDATION FOOTING FOOT, FEET G.B. G.F.I. GWB. GALV. GA.GAUGE FURR. FUT. FND. FTG. FT. FUTURE DBL. D. C.T. CTR. CPT. CNTR. CTSK. CORR. CONT. CONST. DOUBLE DEEP CENTER CARPET COUNTER COUNTERSINK CERAMIC TILE CORRIDOR CONTINUOUS CONSTRUCTION CONN. C.M.U. CONC. COL. CLR. CONCRETE MASONRY UNIT CONNECTION CONCRETE COLUMN CLEAR FACE OF FIRE SPRINKLER RISER FRAMING FIREPROOF FACE OF STUDS FACE OF FINISH FACE OF CONCRETE FLASHING FIRE HOSE CABINET FINISH FLOOR FIRE HYDRANT F.S.R. FRMG. FPRF. F.O. F.O.S. F.O.F. F.O.C. FLASH. FLR. FIXT. FIN. F.H.C. F.F.E. F.H. FLOOR FIXTURE FINISH FIRE EXTINGUISHER CABINET FIRE EXTINGUISHER FOUNDATION FLOOR DRAIN FIRE ALARM F.E.C. F.E. FDN. F.D. F.A. OVERFLOW DRAINOD WROUGHT IRONW.I. S.P.R. S.N.R. S.N.D. S.M.D. CONTRACTOR INSTALLED PARTICLE BOARD OWNER FURNISHED OUTSIDE DIAMETER PLUMB. P.B. PLUMBING OFF. OPP. HD. OPNG. O.H. O.F.C.I. O.D. OFFICE OPPOSITE HAND OPENING OVERHEAD S.S.D. S.S. SQ. SPEC. S.L.D. S.M. SIM. SHT. SHR. SEE LANDSCAPE DRAWINGS SEE STRUCTURAL DRAWINGS SQUARE FOOT, SQUARE FEET SINGLE-PLY ROOFING SANITARY NAPKIN RECEPTACLE SANITARY NAPKIN DISPENSER SEE MECH. DRAWINGS STAINLESS STEEL SQUARE SPECIFICATION SHEET METAL SIMILAR SHEET SHOWER W.S. W.W.F. WT. WSCT. W/O WR WP. W.F. W.O. WD. WOOD SCREW WELDED WIRE FABRIC WEIGHT WAINSCOT WIDE FLANGE WHERE OCCURS WATER RESISTANT WATERPROOF WITHOUT WOOD T. & G. RADIUSr. MACHINEMACH. S.C.D. R.W.L. RESIL. REQ'D REINF. REFER. MULLIONMUL. NOT TO SCALE NOT IN CONTRACT NOMINALNOM. O.C. N.T.S. ON CENTER (N) NO. N.I.C. N. NEW NUMBER NORTH SH. S.E.D. SECT. S.D. S. SCH. S.C. R.B. R.O. RM. MASONRY OPENING MISCELLANEOUS MANUFACTURER MACHINE BOLT MINIMUMMIN. MTD. MTL. M.O. MISC. MIR. MOUNTED METAL MIRROR MECH. MH. MFR. MEMB. M.B. MAX. MECHANICAL MANHOLE MEMBRANE MAXIMUM REV. RET. REF. RGTR. R.D. (R) R. U.O.N. SEE ELECTRICAL DRAWINGS SEE CIVIL DRAWINGS RAIN WATER LEADER SHELF SECTION SOAP DISPENSER SCHEDULE SOLID CORE SOUTH RUBBER BASE ROUGH OPENING ROOM V.I.F. W W.C. W/ W. VEST. VERT. V.T. UR. REQUIRED REVISION, REVISED RETAINING RESILIENT REINFORCED REGISTER REFRIGERATOR REFERENCE ROOF DRAIN REMOVE RISER TRANSF. UNF. TYP. T.O.W. T.O.B. T.O.C T.P.D. T.O.S. T.O. THR. THK. PTN PLYWD. P. LAM. PREFAB. PP LT. L. LOC. LKR. LIGHT LONG LOCATION LOCKER LAV. LAM. L.B. KIT. LAVATORY LAMINATE LAG BOLT KITCHEN Q.T. P.T.R. PTD PT. PR. PTP JOIST HANGER JT. J.H. JST. JAN. JOINT JOIST JANITOR PLAS. PL. PTDF PAPER TOWEL RECPTACLE PHENOLIC TOILET PARTITION QUARRY TILE PARTITION PAINTED POINT, POINT PAIR PLYWOOD TEMP. T.O.C. T.C. T.B. SYM. S.V. SAT SUSP. PRESSURE TREATED DOUGLAS FIR PLASTER PLASTIC LAMINATE PLATE PRE-FABRICATED PUSH PLATE STRUCT. STOR. STL. STD. SEOR S. SK. TONGUE AND GROOVE UNLESS OTHERWISE NOTED VERIFY IN FIELD WATER CLOSET WIDE WITH WEST VESTIBULE VERTICAL VINYL TILE URINAL TOILET PAPER DISPENSER TRANSFORMER UNFINISHED TYPICAL TOP OF WALL TOP OF BENCH TOP OF CONCRETE TOP OF TOP OF STRUCTURE THRESHOLD THICK SUSPENDED ACOUSTICAL TILE TEMPERED TOP OF CONCRETE TOP OF CURB TOWEL BAR SYMMETRICAL SHEET VINYL SUSPENDED STRUCTURAL STORAGE STANDARD STRUCTURAL ENGINEER OF RECORD SERVICE SINK STEEL CW.CURTAIN WALL ROOM KEY WALL SECTION KEY KEYNOTE DETAIL PLAN KEY EXTERIOR ELEVATION INTERIOR ELEVATION DRAWING TITLE GRID LINE REFERENCE ELEVATION TARGET DOOR NUMBER SF - # LOUVER TYPEL - # SAFETY GLASS PER CBC 2406.4 # 123 ROOM ROOM NAME ROOM # P - # GRAPHIC SCALE SPOT ELEVATION 1 DRAWING REVISION MATCHLINE +21' -0" VIEW 4 3 SHEET 2 1 SHEET 1 VIEW LEVEL 0'-0" SHEET NO. NO. SHEET DETAIL SECTION KEY NO. SHEET STOREFRONT KEY PAINT TYPE 101 PARTITION TYPE (SEE A900 FOR TYPES) 2 HR ASSEMBLY WORK POINT # 1 HR ASSEMBLY 10'20'40'0' SCALE: 1" = 20' -0" # # 1 TITLE SCALE SCALE TITLE1 PARTITION SCHEDULE DRAWING TITLE PLAN NORTH MATCHLINE 1 / A101 NORTH ARROW TRUE NORTH VIEW ACC.ACCESSIBLE S. OWNER CONTACT DEFERRED SUBMITTALS CITY OF SANTA ANA, PUBLIC WORKS AGENCY 20 CIVIC CENTER PLAZA, ROSS ANNEX SANTA ANA, CA 92701 SUZI FURJANIC, ASSOC. PARK & LANDSCAPE PLANNER SFURJANIC@SANTA-ANA.ORG (714) 589-5252 VICTOR ROSALES VROSALES@SANTA-ANA.ORG (714) 647-5686 DEFERRED SUBMITTAL ITEMS, LISTED BELOW, ARE DEPICTED IN THE CONTRACT DOCUMENTS TO SHOW DESIGN INTENT AND RELATIONSHIPS WITH OTHER BUILDING COMPONENTS AND SYSTEMS. CONTRACTOR SHALL PROVIDE COMPLETE DESIGN AND STRUCTURAL CALCULATIONS FOR DEFERRED SUBMITTAL ITEMS. CONTRACTOR TO INCORPORATE THE REVIEW AND APPROVAL TIME FOR DEFERRED SUBMITTALS IN THE PROJECT SCHEDULE. IF THE CONTRACTOR PROPOSES DEVIATIONS FROM THE SHOWN DESIGN INTENT, THE CONTRACTOR IS RESPONSIBLE FOR ANY ADDITIONAL EFFORT, MATERIALS, AND DESIGN AT NO ADDITIONAL COST. DEFFERED SUBMITTAL SHALL BE SUBMITTED ACCORDING TO SPECIFICATION REQUIREMENTS, INCLUDING, SUBMISSION TO THE PROJECT ARCHITECT AND/OR ENGINEER FOR REVIEW AND COORDINATION. SUBMITTALS SHALL INCLUDE COMPLETE WORKING DRAWINGS AND STRUCTURAL CALCULATIONS PREPARED BY A CALIFORNIA LICENSED ENGINEER. AFTER REVIEW AND COORDINATION, A SUBMITTAL SHALL BE MADE TO THE CITY, APPROVAL AGENCIES AND/OR ARCHITECT FOR REVIEW AND APPROVAL. ALL OF THIS IS TO BE DONE PRIOR TO INSTALLATION. 1. FIRE ALARM SHOP DRAWINGS 2. BUILDING AUTOMATION AND MANAGEMENT SYSTEM 3. EXTERIOR NON-STRUCTURAL STEEL FRAMING 4. STOREFRONT SYSTEM INCLUDING CONNECTIONS TO STRUCTURE AND FRAMING 5. MECHANICAL UNIT SUPPORTS AT ROOF 6. AUTOMATIC FIRE SPRINKLER SYSTEM 7. FALL RESTRAINT SYSTEM 8. PHOTOVOLTAIC SYSTEMS 9. GROUND IMPROVEMENT PER GEOTECHNICAL REPORT 10. WATERSLIDE 11. MONUMENT SIGN 12. LOUVER BLADES AT BUILDING OVERHANG NOTE: SEE S003 FOR ADDITIONAL ITEMS SG SKL - #SKYLIGHT TYPE M-METAL PANEL KEY CHLOR.CHLORINE SF SECTION KEYSHEET NO. VIEW PROJECT DESCRIPTION THIS PROJECT WILL BE BUILT ON THE SITE OF THE EXISTING AQUATICS CENTER AT SANTA ANA MEMORIAL PARK. THE SCOPE OF THE PROJECT INCLUDES A NEW BUILDING, COMPETITION SWIMMING POOL, AN ACTIVITY POOL, SITE WORK, INCLUDING A TRASH ENCLOSURE, AND PHOTOVOLATICS ON THE POOL DECK TRELLIS. PRESERVATION OF THE CHICANO GOTHIC MURAL IS ALSO INCLUDED. DEMOLITION OF THE EXISTING AQUATICS CENTER IS INCLUDED WITHIN THE PROJECT SCOPE. APN: 015-160-01 SAF SELF-ADHERED FLASHING SASM SELF-ADHERED SHEET MEMBRANE DELEGATED DESIGN THE PROJECT REQUIRES DELEGATED DESIGN (DESIGN-BUILD) FOR VARIOUS ELEMENTS, INCLUDING BUT NOT LIMITED TO THE DEFERRED APPROVAL ITEMS ABOVE, LIST BELOW, AND ITEMS LISTED IN THE DRAWINGS AND SPECIFICATIONS. 1. CANTILEVER SLIDING GATE 2. INTERIOR LIGHT GAUGE METAL FRAMING 3. WET STORAGE CANOPY (ALTERNATE) ALTERNATES REFER TO SPECIFICATION SECTION 01 2300 FOR LIST OF ALTERNATES. 1. SCOREBOARD AND TIMING SYSTEM 2. WET STORAGE CANOPY 3. ORNAMENTAL FENCING 4. THICKENED POOL SHELL AT SWIMMING POOL 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP: PERMIT SUBMITTAL INDEX SHEET A001 JULY 29, 2024 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 ADMINISTRATIVE A000 COVER SHEET A001 INDEX SHEET A002 CODE ANALYSIS & GENERAL NOTES A003 EGRESS DIAGRAM A010 CALIFORNIA GREEN BUILDING STANDARDS / CHECKLIST A011 CALIFORNIA GREEN BUILDING STANDARDS / CHECKLIST A012 CALIFORNIA GREEN BUILDING STANDARDS / CHECKLIST A013 CALIFORNIA GREEN BUILDING STANDARDS / CHECKLIST A014 COMMISSIONING A021 ACCESSIBILITY DETAILS A022 ACCESSIBILITY DETAILS CIVIL C0.01 TITLE SHEET C0.02 GENERAL NOTES C1.00 EXISTING CONDITIONS (FOR REFERENCE ONLY) C1.10 EROSION CONTROL PLAN C1.20 DEMOLITION PLAN C1.30 OVERALL GRADING PLAN C1.40 OVERALL PAVING AND HORIZONTAL CONTROL PLAN C1.50 OVERALL UTILITY PLAN C1.51 ENLARGED UTILITY PLAN C3.00 UTILITY PROFILE KEY PLAN C3.01 UTILITY PROFILE C4.00 SITE SECTION KEY PLAN C4.01 SITE SECTIONS C5.00 DETAILS C5.01 DETAILS LANDSCAPE L0.00 KEY MAP AND COVER SHEET L0.01 GENERAL NOTES AND ABBREVIATION L0.02 MATERIALS LEGEND L0.03 PLANTING LEGEND L0.04 EXISTING TREE PLAN L0.05 DEMOLITION PLAN L1.01 LAYOUT PLAN L1.02 LAYOUT PLAN L1.03 LAYOUT PLAN L2.00 IRRIGATION LEGEND, NOTES, AND CALCULATIONS L2.01 IRRIGATION PLAN L2.02 IRRIGATION PLAN L2.10 IRRIGATION DETAILS L3.00 CAL GREEN SHADE DIAGRAM L3.01 PLANTING PLAN L3.02 PLANTING PLAN L4.01 PLANTING DETAILS L4.02 PLANTING DETAILS L4.03 HARDSCAPE DETAILS L4.04 WALL AND SITE FURNITURE DETAILS ARCHITECTURE A100D SITE DEMOLITION PLAN A101 SITE PLAN A102 ENLARGED PLAN - ACCESSIBLE PARKING A105 POOL STORAGE - PLAN AND ELEVATIONS A110 SEATING SOUTH - FLOOR PLAN & ROOF PLAN A111 SEATING NORTH - FLOOR PLAN & ROOF PLAN A112 TRELLIS - SECTIONS, ELEVATIONS, & DETAILS A113 SEATING - SECTIONS AND DETAILS A115 UTILITY YARD - PLAN AND ELEVATIONS A116 TRASH ENCLOSURE - PLAN, ELEVATIONS A120 SITE DETAILS A200 FLOOR PLAN GRADE LEVEL - BUILDING A201 FLOOR PLAN GRADE LEVEL - POOLS A202 SLAB PLAN / CMU LAYOUT PLAN A205 ROOF PLAN A300 EXTERIOR ELEVATIONS A301 POOL ENCLOSURE ELEVATIONS A305 BUILDING SECTIONS A306 BUILDING SECTIONS A310 WALL SECTIONS A311 WALL SECTIONS A400 ENLARGED PLANS AND ELEVATIONS - ADMINISTRATION A401 ENLARGED PLANS AND ELEVATIONS - ACTIVITY AND BREAK ROOMS A402 ENLARGED PLANS AND ELEVATIONS - WOMEN'S LOCKERS A403 ENLARGED PLANS AND ELEVATIONS - MEN'S LOCKERS A404 ENLARGED PLANS AND ELEVATIONS - LIFEGUARD A405 ENLARGED PLANS AND SECTIONS BUILDING TRELLIS A600 REFLECTED CEILING PLAN A800 SCHEDULES - DOOR AND FINISH A801 SIGN TYPE AND DETAILS A802 EXTERIOR BUILDING SIGNAGE A803 METAL PANEL SCHEDULE A804 METAL PANEL SCHEDULE A805 STOREFRONT & WINDOW SCHEDULE A806 SKYLIGHT SCHEDULE A810 EXTERIOR DETAILS - WALL TYPES A812 EXTERIOR DETAILS - WALLS AND WALL BASE A820 EXTERIOR DETAILS - STOREFRONT & WINDOW A821 EXTERIOR DETAILS - DOOR A830 EXTERIOR DETAILS - ROOF - STANDING SEAM A831 EXTERIOR DETAILS - ROOF - STANDING SEAM A832 EXTERIOR DETAILS - SINGLE PLY ROOF A840 EXTERIOR DETAILS - WATERPROOFING A841 EXTERIOR DETAILS - WATERPROOFING A842 EXTERIOR DETAILS - WATERPROOFING A843 EXTERIOR DETAILS - WATERPROOFING A900 INTERIOR DETAILS - WALL TYPES A901 INTERIOR DETAILS - NON-BEARING WALLS A902 INTERIOR DETAILS - WALLS A903 INTERIOR DETAILS - STOREFRONT A910 INTERIOR DETAILS - CEILING - GYP A920 INTERIOR DETAILS - DOOR, BASE, AND FLOOR A930 INTERIOR DETAILS - CASEWORK A931 INTERIOR DETAILS - CASEWORK A932 ENLARGED PLANS, ELEVATIONS AND DETAILS - RECEPTION DESK STRUCTURAL S001 GENERAL NOTES S002 GENERAL NOTES S003 GENERAL NOTES S101 TYPICAL DETAILS S102 TYPICAL DETAILS S103 TYPICAL DETAILS S104 TYPICAL DETAILS S105 TYPICAL DETAILS S106 TYPICAL DETAILS S201 FOUNDATION PLANS S202 ROOF FRAMING PLANS S203 TRELLIS FOUNDATION PLAN S204 TRELLIS ROOF FRAMING PLAN S205 UTILITY YARD & TRASH PLANS S301 CMU ELEVATIONS S302 CMU ELEVATIONS S303 CMU ELEVATIONS S321 FRAMING SECTIONS S401 CONCRETE SECTIONS & DETAILS S402 CONCRETE SECTIONS & DETAILS S501 STEEL SECTIONS & DETAILS S502 STEEL SECTIONS & DETAILS MECHANICAL EN001 TITLE 24 CALCULATIONS - PERFORMANCE EN002 TITLE 24 CALCULATIONS - PERFORMANCE EN003 TITLE 24 CALCULATIONS - PERFORMANCE EN101 TITLE 24 CALCULATIONS - PLUMBING EN201 TITLE 24 CALCULATIONS - OUTDOOR LIGHTING EN202 TITLE 24 CALCULATIONS - OUTDOOR LIGHTING M001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST M101 OVERALL SITE PLAN M201 FLOOR PLAN GRADE LEVEL - BUILDING - HVAC M202 FLOOR PLAN GRADE LEVEL - BUILDING - PIPING M250 ROOF PLAN - HVAC M301 SECTIONS & ENLARGED PLANS M401 DETAILS M402 DETAILS M403 DETAILS M404 DETAILS M501 SCHEDULES M502 SCHEDULES M601 POOL WATER HEATING SYSTEM DIAGRAM M700 CONTROL DIAGRAMS M701 CONTROL DIAGRAMS M702 CONTROL DIAGRAMS M703 CONTROL DIAGRAMS M704 CONTROL DIAGRAMS M800 FLOOR PLAN - BUILDING - HVAC TEMPERATURE ZONING ELECTRICAL E001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST E100D OVERALL SITE PLAN - POWER DEMO E101 OVERALL SITE PLAN - POWER E102 OVERALL SITE PLAN - LIGHTING E200 FLOOR PLAN LEVEL 1 - POWER E250 ROOF PLAN - POWER E300 FLOOR PLAN LEVEL 1 - LIGHTING E401 ENLARGED FLOOR PLANS E501 SINGLE LINE DIAGRAM (EXISTING CONDITION) E502 SINGLE LINE DIAGRAM (FINAL CONDITION) E503 LIGHTING CONTROL DIAGRAM E504 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E505 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E506 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E507 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E508 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E509 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E510 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E511 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E512 POOL LIGHTING AND CONTROLS DESIGN / DETAILS E513 PATH OF EGRESS EXTERIOR LIGHTING FOOTCANDLE CALCULATION E601 LIGHTING FIXTURE SCHEDULE AND SOO E602 PANELBOARD SCHEDULES E603 PANELBOARD SCHEDULES E604 PANELBOARD SCHEDULES E605 PANELBOARD SCHEDULES E606 SCHEDULES E701 DETAILS E702 DETAILS E703 SCE DETAILS FOR REFERENCE ONLY PLUMBING P0.01 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST P0.10 PLUMBING SITE PLAN P2.00 FOUNDATION, PLAN GRADE LEVEL - PLUMBING P2.01 FLOOR PLAN GRADE LEVEL - BUILDING - PLUMBING P2.02 ROOF PLAN - PLUMBING - DRAINAGE P4.01 DETAILS P5.01 SCHEDULES P5.02 SCHEDULES P6.01 DOMESTIC WATER DIAGRAM P6.02 SANITARY WASTE DIAGRAM AUDIO VISUAL AV001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST AV101 OVERALL SITE PLAN - AUDIO VISUAL AV200 FLOOR PLAN GRADE LEVEL AV201 FLOOR PLAN GRADE LEVEL AV501 RISER DIAGRAM - AUDIO VISUAL AV701 DETAILS FIRE ALARM FA001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST FA200 FLOOR PLAN GRADE LEVEL - BUILDING - FIRE ALARM FA201 FLOOR PLAN GRADE LEVEL - POOLS - FIRE ALARM FA501 RISER DIAGRAM - FIRE ALARM FA701 DETAILS FA702 DETAILS TELECOM T001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST T101 OVERALL SITE PLAN - TELECOM T200 FLOOR PLAN GRADE LEVEL - BUILDING - TELECOM T201 FLOOR PLAN GRADE LEVEL - POOLS - TELECOM T401 ENLARGED FLOOR PLANS AND ELEVATIONS - TELECOM T501 RISER DIAGRAM - BACKBONE AND HORIZONTAL CABLING T502 RISER AND DETAILS - TELECOM BONDING T701 DETAILS T702 DETAILS SECURITY TS001 LEGEND, SYMBOLS, GENERAL NOTES & DRAWING LIST TS200 FLOOR PLAN GRADE LEVEL - BUILDING - SECURITY TS201 FLOOR PLAN GRADE LEVEL - POOLS - SECURITY TS501 RISER DIAGRAM - SECURITY TS701 DETAILS TS702 DETAILS TS703 DETAILS AQUATICS DP-1 DECK PLAN DP-2 OVERALL PIPING PLAN SP-1 SWIMMING POOL LAYOUT PLAN SP-2 SWIMMING POOL SECTIONS SP-3 SWIMMING POOL PIPING PLAN SP-4 SWIMMING POOL UNDERWATER LIGHTING / TIMING PLAN SP-5 SWIMMING POOL WATER POLO LAYOUT PLAN SP-6 SWIMMING POOL DETAILS SP-7 SWIMMING POOL DETAILS SP-8 SWIMMING POOL DETAILS SP-9 SWIMMING POOL DETAILS SP-10 SWIMMING POOL DETAILS SP-11 SCOREBOARD DETAILS SP-12 SWIMMING POOL DETAILS SP-13 SWIMMING POOL DETAILS (ALTERNATE) SP-14 SWIMMING POOL SECTIONS (ALTERNATE) SP-15 SWIMMING POOL DETAILS AP-1 ACTIVITY POOL LAYOUT PLAN AP-2 ACTIVITY POOL SECTIONS AP-3 ACTIVITY POOL PIPING PLAN AP-4 ACTIVITY POOL DETAILS AP-5 ACTIVITY POOL DETAILS AP-6 ACTIVITY POOL DETAILS AP-7 ACTIVITY POOL DETAILS AP-8 ACTIVITY POOL DETAILS MR-1 MECHANICAL ROOM LAYOUT PLAN MR-1.1 MECHANICAL ROOM PUMP PIT SECTIONS MR-2 MECHANICAL ROOM DETAILS MR-3 MECHANICAL ROOM DETAILS MR-4 MECHANICAL ROOM DETAILS MR-5 MECHANICAL ROOM DETAILS MR-6 MECHANICAL ROOM DETAILS MR-7 MECHANICAL ROOM DETAILS REVISION NUMBER DATE DESCRIPTION CITY OF SANTA ANA, PUBLIC WORKS AGENCY 20 CIVIC CENTER PLAZA, ROSS ANNEX SANTA ANA, CA 92701 SUZI FURJANIC, PARK AND LANDSCAPE DESIGN MANAGER (MM) (TEMP UP) SFURJANIC@SANTA-ANA.ORG PHONE: (714) 571-4241 VICTOR ROSALES, ASST. PARK AND LANDSCAPE PLANNER VROSALES@SANTA-ANA.ORG PHONE: (714) 647-5686 Bldg #101120698 APPOVALS: PLNG - A. Arias BLDG - J. Lo E E E E E E E E 1 2 x 1 2 12 x 1 2 12x121 2 x 1 2 U A200 1 A201 1 PLAN NORTH A105 1 A110 1 A111 1 25M X 25 YD COMPETITION POOL ACTIVITY POOL EXISTING PARKING LOT WET POOL STORAGE SCOPE OF WORK ENTRY PROTECT (E) PLAYGROUND A115 1 PROPERTY LINE A116 1 TRASH ENCLOSURE UTILITY YARD (E) MURAL A102 1 SCOPE OF WORK, S.L.D. CUT 34' - 6 7/8" (E) 20' - 0" 40' - 0" (E) 20' - 0" 20' - 0" 40' - 0" 20' - 0" 69' - 4" HOSE LENGTH TOTAL: 141' - 10" 70' - 10" HOSE LENGTH 71 ' - 0 " H O S E L E N G T H 71 ' - 0 " H O S E L E N G T H BIOSWALE, S.C.D. AND S.L.D. BIOSWALE, S.C.D. AND S.L.D.BIORETENTION PLANTER, S.C.D. AND S.L.D. 32.8 (N) POST AND FIRE ENTRANCE SIGN. (N) "ONE WAY" SIGN BELOW FIRE ENTRANCE SIGN, SEE 3/A102 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U.O.N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI-GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING. SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS, PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. 10 ' - 0 " 10' - 0"10' - 0" 10 ' - 0 " 264' - 0" 16 9 ' - 0 " EX T E N T S O F ( N ) B U I L D I N G EXTENTS OF (N) POOL DECK 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP: GENERAL NOTES KEYNOTES # SHEET NOTES PERMIT SUBMITTAL SITE PLAN A101 JULY 29, 2024 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 3/64" = 1'-0"1 SITE PLAN - NEW 1. SEE CIVIL AND LANDSCAPE DRAWINGS FOR MORE INFORMATION. 2. FOR EXTERIOR SITE LIGHTING, SEE ELECTRICAL DRAWINGS. 3. FOR POOL AND POOL DECK INFORMATION, SEE AQUATIC DRAWNGS. 4. REFER TO GEOTECH REPORT FOR GROUND IMPROVEMENTS. 5. SEE LANDSCAPE DRAWINGS FOR LANDSCAPE ELEMENTS AND PERIMETER HEDGE AT POOL ENCLOSURE. 6. TREE TRUNKS ADJACENT TO POOL ENCLOSURE TO BE LOCATED GREATER THAN 5 FEET FROM FENCELINE. 7. SLURRY SEAL EXISTING PARKING LOT FROM ENTRANCE GATE TO EXIT GATE (APPROXIMATELY 29,140 SQ. FT.) AND RE-STRIPE PARKING STALLS. FOR ACCESSIBLE PARKING, SEE A102. PARKING LOT WORK TO BE DONE ONCE CONTRACTOR HAS COMPLETED CONSTRUCTION OF BUILDING AND POOLS. # DESCRIPTION 32.8 'PARK RULES' SIGN, OFCI, ON NEW 2" GALV POST, SEE 4/A102. FINAL LOCATION TO BE COORDINATED WITH CLIENT. GROUND IMPROVEMENT AREA DIAGRAM 1. REFER TO ENTIRE GEOTECHNICAL REPORT, INCLUDING CHAPTER 10 RECOMMENDATIONS. NOTES: REVISION NUMBER DATE DESCRIPTION A3002 A300 1 A300 3 A300 4 1 A305 2 A306 3 A306 1 A306 321 A B C D E F G H J 2 A305 LIFEGUARD 109 IDF 207 ACID 209 CHLOR. 210 MEN'S TOILETS 108 DRY STOR. 100 FAMILY CHANGING 105 STAFF LOCKERS 111 WOMEN'S TOILETS 103 JAN. 101 BREAKROOM 203 ACTIVITY ROOM 204 POOL MECH 205 OFFICE 200 RECEPTION 202 4 A306 6 A306 A401 1 JAN 106 VESTIBULE 201 STAFF RESTROOM 110 ELEC 206 A400 1 A401 3 A402 1 A403 1 A404 1 24' - 4" 24' - 4" 48' - 8" MEN'S LOCKERS 107 WOMEN'S LOCKERS 104 ADULT CHANGING 102 20 9 21 0 20 5 100 107 103 11 1 109B 10 5 106 112 10 2 101 203 LINE OF OVERHANG ABOVE, TYP. A300 5 2 A310 4 A310 5 A306 11 0 1 A310 A300 8 7 6 L SF4 2 2 2 4 3 2 2 22 4 3 4 3 2 4 4 3 2 4 4 4 3 2 2 2 2 22.1 666 3 A310 1 A311 4 A311 2 A311 3 A311 1 A310 22.2 G20 32.10 MA T C H L I N E 1 / A 2 0 1 10.4 206A 20 8 207 5 3 SF7 206B 14 8 ' - 4 " 16 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 1 6 ' - 0 " 2 0 ' - 4 " 5.7 200 204D SF2 SF5 SF6 SF8 SF3 SF1 204B 204A 20 1 B 20 1 A 109A 5 4 204C A812 9 3 BREEZEWAY FIRE RISER ROOM 208 2 SIM 2 A812 11 2 2 3 2 2 2 3 3 2 3 A841 1 A841 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U.O.N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI-GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING. SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS, PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. METAL STUD FRAMING CMU WALL, SEE CMU PLAN AND S.S.D. DOOR / GATE NUMBER STOREFRONT KEY 101 PARTITION KEY - SEE SHEETS A810 AND A900 SF# 1 HR RATED WALL 1 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP: GENERAL NOTES KEYNOTES # SHEET NOTES LEGEND PERMIT SUBMITTAL FLOOR PLAN GRADE LEVEL - BUILDING A200 JULY 29, 2024 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 1/8" = 1'-0"1 FLOOR PLAN GRADE LEVEL - BUILDING # DESCRIPTION 5.7 PREMANUFACTURED METAL ROOF LADDER, SEE 16/A902 FOR DETAILS 10.4 ALUMINUM GRAPHIC / SIGNAGE 22.1 DUAL HEIGHT DRINKING FOUNTAIN W/ BOTTLE FILLER, SEE PLUMBING DRAWINGS 22.2 OUTDOOR RINSE SHOWER, SEE PLUMBING DRAWINGS 32.10 FOLDING SECURITY GATE, GATE TO REMAIN IN THE OPNE POSITION DURING BUSINESS HOURS PLAN NORTH REVISION NUMBER DATE DESCRIPTION LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 2 A306 3 A306 1 A306 ABCDEFGHJ 4 A306 6 A306 OPEN 5 A306 L M2M37.1 10.4 SF4 A802 1 A802 3 T.O.S. SOUTH ROOF +10' -0" 26.1 A843 2 A842 7 A842 1 LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 2 A306 3 A306 1 A306 A B C D E F G H J 4 A306 6 A306 OPEN 5 A306 L M5M6M9 SF4 7.1 7.222.2 7.1 PPPP T.O.S. SOUTH ROOF +10' -0" SF1 SF3SF2 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U.O.N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI-GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING. SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS, PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 1 A305 3 2 1 2 A305 7.1 M1 7.3 T.O.S. SOUTH ROOF +10' -0" 5.5 8.15.1 LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 1 A305 321 2 A305 M4 7.1 7.3 T.O.S. SOUTH ROOF +10' -0" LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 1 A305 321 2 A305 M7 7.2 T.O.S. SOUTH ROOF +10' -0" LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" T.O. HIGH CMU +14' -0" 1 A305 3 2 1 2 A305 M8 8.5 7.1 PP T.O.S. SOUTH ROOF +10' -0" SF5 SF6 LEVEL 1 +0' -0" 1 2 A305 M10M11 M12 M13 7.27.2 LEVEL 1 +0' -0" 1 2 A305 7.2 M14 SF#STOREFRONT AND CURTAIN WALL KEY SEE SHEETS A805 & A806 FOR SCHEDULE METAL PANEL KEY -SEE SHEETS A803 & A804 FOR SCHEDULEM- PP DOOR ACTUATOR 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP:KEYNOTESLEGEND #SHEET NOTES GENERAL NOTES PERMIT SUBMITTAL EXTERIOR ELEVATIONS A300 JULY 29, 2024 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 1/8" = 1'-0"2 BUILDING ELEVATION EAST 1/8" = 1'-0"4 BUILDING ELEVATION WEST 1/8" = 1'-0"1 BUILDING ELEVATION NORTH 1/8" = 1'-0"3 BUILDING ELEVATION SOUTH 1/8" = 1'-0"5 BUILDING ELEVATION BREEZEWAY 1/8" = 1'-0"6 BUILDING ELEVATION BREEZEWAY 1/8" = 1'-0"7 BUILDING ELEVATION ALCOVE 1/8" = 1'-0"8 BUILDING ELEVATION ALCOVE 1. PAINT ALL EXPOSED STRUCTURE, UNDERSIDE OF METAL DECK, DUCTS, UTILITIES, AND ALL MISCELLANEOUS SUSPENSION HARDWARE. SEE PAINT SCHEDULE. 2. SEE A800 FOR DOOR SCHEDULE 3. SEE A803 AND A804 FOR METAL PANEL SCHEDULE 4. SEE A805 FOR STOREFRONT SCHEDULE 5. SEE A806 FOR SKYLIGHT SCHEDULE 6.PROVIDE FLAT MOUNTING PLATE, FINISHED TO MATCH METAL PANEL, FOR ALL EXTERIOR MOUNTED LIGHT SCONCES, SIGNS, ETC PER DETAIL 12/A801, SIM. # DESCRIPTION 5.1 STRUCTURE, PAINTED, SEE STRUCTURAL DRAWINGS 5.5 AIRFOIL LOUVER SYSTEM, PAINTED 7.1 PROFILE METAL PANEL 7.2 METAL PANEL 7.3 STANDING SEAM METAL ROOF SYSTEM 8.1 ALUMINUM FRAMED ROOF SKYLIGHT SYSTEM 8.5 MULTI-LITE SERVICE WINDOW WITH SPEAK-THRU AND STAINLESS STEEL COUNTER WITH DEAL TRAY 10.4 ALUMINUM GRAPHIC / SIGNAGE 22.2 OUTDOOR RINSE SHOWER, SEE PLUMBING DRAWINGS 26.1 LIGHT FIXTURES, SEE ELECTRICAL DRAWINGS REVISION NUMBER DATE DESCRIPTION LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" AB 2 A802 AREA OF MOCK UP 8' - 6 " 2' - 0 " 27' - 2" .063 CLEAR ANODIZED ALUMINUM FACE, USE BAHNSCHRIFT CONDENSED AS FONT E 6" 2" 6" 2" 10 " 1' - 8" 3' - 8" 7" 4 A802 .063 ALUMINUM FACE, SHOP PAINTED TO MATCH BENJAMIN MOORE ROCKY MOUNTAIN SKY 2066-40. USE BAHNSCHRIFT CONDENSED AS FONT 26.1 .063 CLEAR ANODIZED ALUMINUM FACE AND RETURN 6" LONG (MIN.) 1/4"-20 THREADED ROD W/ ALUMINUM SPACERS (MIN. 7 PER LETTER & MIN. 2" EMBEDMENT) ESR-3699 3/8" WHITE TRANSLUCENT ACRYLIC LED UNITS WHITE PROFILE ALUMINUM PANEL 1-1/2" DEEP Z-FURRING CHANNEL; FASTEN TO PANEL PER MFR AIR/WATER BARRIER, SEE SPECS FULLY GROUTED CMU WALL 4"1 1/2" 8' - 6 " .063 ANODIZED ALUMINUM FACE AND RETURN. SHOP PAINTED TO MATCH BENJAMIN MOORE ROCKY MOUNTAIN SKY 2066-40 6" LONG (MIN.) 1/4"-20 THREADED ROD W/ ALUMINUM SPACERS (MIN. 2 PER LETTER & MIN. 2" EMBEDMENT) ESR-3699 WHITE PROFILE ALUMINUM PANEL 1-1/2" DEEP Z-FURRING CHANNEL; FASTEN TO PANEL PER MFR AIR/WATER BARRIER, SEE SPECS FULLY GROUTED CMU WALL 10 " 1" 1" 6" 6" 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U.O.N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI-GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING. SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS, PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP:SHEET NOTES GENERAL NOTES CONFORMED SET EXTERIOR BUILDING SIGNAGE A802 JANUARY 10, 2025 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 1/2" = 1'-0"1 SIGN ELEVATION @ LARGE DIMENSIONAL LETTERING 1 1/2" = 1'-0"3 SIGN ELEVATION @ BUILDING ADDRESS 1 1/2" = 1'-0"2 SECTION DETAIL @ LARGE DIMENSIONAL LETTERING 1 1/2" = 1'-0"4 SIGN SECTION DETAIL @ BUILDING ADDRESS 1. NO VISIBLE FASTENERS ON FRONT OR SIDES OF THE SIGN. 2. ALL VISIBLE FASTENERS ON THE BACK FACES TO BE COUNTERSUNK. 3. FABRICATOR IS RESPONSIBLE FOR ENGINEERING ALL COMPONENTS OF THE SIGN. 4. PRE-DRILL HOLES THROUGH WALL MATERIAL. 5. FILL HOLES WITH SILICONE ADHESIVE SEALANT. 6. INSERT SIGNAGE MECHANICAL FASTENERS IN PRE-DRILLED HOLES. 7. USE BAHNSCHRIFT CONDENSED AS FONT. 8. MONUMENT SIGN IS A DEFERRED APPROVAL ITEM. REVISION NUMBER DATE DESCRIPTION 2 8/21/24 ADDENDUM 3 LEVEL 1 +0' -0" T.O.S. NORTH ROOF +10' -6" AB 2 A802 AREA OF MOCK UP 8' - 6 " 2' - 0 " 27' - 2" .063 CLEAR ANODIZED ALUMINUM FACE, USE BAHNSCHRIFT CONDENSED AS FONT E 6" 2" 6" 2" 10 " 1' - 8" 3' - 8" 7" 4 A802 .063 ALUMINUM FACE, SHOP PAINTED TO MATCH BENJAMIN MOORE ROCKY MOUNTAIN SKY 2066-40. USE BAHNSCHRIFT CONDENSED AS FONT 26.1 .063 CLEAR ANODIZED ALUMINUM FACE AND RETURN HEAVY DUTY SPACERS 3/8" WHITE TRANSLUCENT ACRYLIC LED UNITS WHITE PROFILE ALUMINUM PANEL 1-1/2" DEEP Z-FURRING CHANNEL; FASTEN TO PANEL PER MFR AIR/WATER BARRIER, SEE SPECS FULLY GROUTED CMU WALL 4"1 1/2" 8' - 6 " .063 ANODIZED ALUMINUM FACE AND RETURN. SHOP PAINTED TO MATCH BENJAMIN MOORE ROCKY MOUNTAIN SKY 2066-40 HEAVY DUTY SPACERS 3/8" WHITE TRANSLUCENT ACRYLIC WHITE PROFILE ALUMINUM PANEL 1-1/2" DEEP Z-FURRING CHANNEL; FASTEN TO PANEL PER MFR AIR/WATER BARRIER, SEE SPECS FULLY GROUTED CMU WALL 10 " 6" 6" 2" 2" 1" 1" LED UNITS 1. FFE: +0' - 0" = +51.00 SEE CIVIL DRAWINGS. 2. ALL OPENINGS ARE FULL OR 1/2 BLOCK CMU MODULES U.O.N. SEE CMU PLAN FOR MORE INFO AND WALL PLACEMENT. 3. ALL EXPOSED C.I.P. CONC. & CMU BLOCK TO RECEIVE WATERPROOF & ANTI-GRAFFITI COATING. SEE SPECIFICATIONS. 4. AUTOMATIC FIRE SPRINKLER SYSTEM THROUGHOUT BUILDING. SPRINKLERS SHALL BE DESIGNED TO COORDINATE WITH DUCTS, PIPING, CONDUIT, LIGHTING, ACCESS PANEL LOCATIONS AND OTHER CEILING ELEMENTS FOR A CLEAN, ARCHITECTURAL APPEARANCE. 5. SLAB DIMENSIONS ARE MEASURED TO GRIDLINES. SEE SLAB PLAN. 6. ALL FLOOR DRAINS ARE TO BE CENTERED IN THEIR RESPECTIVE SPACES, U.O.N. SEE 1/A202 7. ALL EXPOSED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL ELEMENTS TO BE PAINTED, U.O.N. 8. REFER TO SPECIFICATIONS FOR LIST OF MATERIAL FINISHES, COLORS, AND PAINT COLORS. 9. ALL APPLIANCES TO BE OWNER FURNISHED AND CONTRACTOR INSTALLED, U.O.N. 03/31/25 ARCHITECT: ELS ARCHITECTURE AND URBAN DESIGN 2040 Addison Street Berkeley, CA 94704 P: 510.549.2929 CIVIL ENGINEER: KPFF 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 P: 213.418.0201 LANDSCAPE ARCHITECT: SWA 570 Glenneyre Street Laguna Beach, CA 92651 P: 949.497.5471 STRUCTURAL ENGINEER: JOHN A. MARTIN & ASSOCIATES 950 South Grand Avenue, 4th Floor Los Angeles, CA 90015 P: 213.483.6490 MECHANICAL & ELECTRICAL ENGINEER: GUTTMANN & BLAEVOET 1620 Montgomery Street, Suite 230 San Francisco, CA 94111 P: 415.655.4000 AQUATICS: AQUATIC DESIGN GROUP 2226 Faraday Avenue Carlsbad, CA 92008 P: 760.438.8400 SPECIFICATIONS: SPECWEST 1975 E. Buck Ridge Pl Tucson, AZ 85737 P: 800.646.3820 SHEET NUMBER: PROJECT NUMBER: DATE: ISSUE: SHEET TITLE: PROJECT: CLIENT: PROJECT TEAM: STAMP:SHEET NOTES GENERAL NOTES PERMIT SUBMITTAL MONUMENT SIGN AND DETAILS A802 AUGUST 2, 2024 CITY OF SANTA ANA 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 SANTA ANA MEMORIAL PARK AQUATICS CENTER 2102 S FLOWER ST SANTA ANA, CA 92707 202305 1/2" = 1'-0"1 SIGN ELEVATION @ MONUMENT SIGN 1 1/2" = 1'-0"3 SIGN ELEVATION @ BUILDING ADDRESS 1 1/2" = 1'-0"2 SIGN SECTION DETAIL @ MONUMENT SIGN 1 1/2" = 1'-0"4 SIGN SECTION DETAIL @ BUILDING ADDRESS 1. NO VISIBLE FASTENERS ON FRONT OR SIDES OF THE SIGN. 2. ALL VISIBLE FASTENERS ON THE BACK FACES TO BE COUNTERSUNK. 3. FABRICATOR IS RESPONSIBLE FOR ENGINEERING ALL COMPONENTS OF THE SIGN. 4. PRE-DRILL HOLES THROUGH WALL MATERIAL. 5. FILL HOLES WITH SILICONE ADHESIVE SEALANT. 6. INSERT SIGNAGE MECHANICAL FASTENERS IN PRE-DRILLED HOLES. 7. USE BAHNSCHRIFT CONDENSED AS FONT. 8. MONUMENT SIGN IS A DEFERRED APPROVAL ITEM. REVISION NUMBER DATE DESCRIPTION Santa Ana Memorial Park Aquatic Center Richard Abedi Jeff R.Amir D. PROJECT No. 24-2071 Page NumberAMG 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 CLIENT / GENERAL CONTRACTOR: REVISION 2 PROJECT ADDRESS: SALES PERSON:PROJECT MANAGER:DESIGNER: (03/19/2025) 2/4 10 ’ ’ 2’ ’ 6’ ’ 2’ ’ 6’ ’ 1’ - 8’’ 3’ - 8’’ Scale: 1:10 .63 ANODIZED ALUMINUM FACE AND RETURN FABRICATED LETTERS. COLOR: ROCKY MOUNTAIN SKY 2066-40 (BEJAMIN MOORE) FONT TYPE: BAHNSCHRIFT CONDENSED. 3 A802 SIGN TYPE: FABRICATED LETTERS EAST ELEVATION (PARTIAL)Scale: 1:50 N.T.S.ATTACHMENT DETAIL. 5’ - 1 0 ’ ’ 7’’ 7'-0" ABOVE A.F.F. ¼"-20 THREADED ROD WITH ALUMINUM SPACERS (MIN. 2 PER LETTER) Santa Ana Memorial Park Aquatic Center Richard Abedi Jeff R.Amir D. PROJECT No. 24-2071 Page NumberAMG 20 CIVIC CENTER PLAZA, SANTA ANA, CA 92701 CLIENT / GENERAL CONTRACTOR: REVISION 2 PROJECT ADDRESS: SALES PERSON:PROJECT MANAGER:DESIGNER: (03/19/2025) 3/4 27’ - 2’’ .63 ANODIZED ALUMINUM FACE AND RETURN FABRICATED ILLUMINATED BACK LIT LETTERS. FONT TYPE: BAHNSCHRIFT SEMI CONDENSED BOLD. 1 A802 SIGN TYPE: ILLUMINATED LETTERS WEST ELEVATION (PARTIAL)Scale: 1/8’’=1’N.T.S.ATTACHMENT DETAIL. Scale: 1:40 8' - 6 " 2’ - 0 ’ ’ 2’ - 7’’ ¼"-20 THREADED ROD WITH ALUMINUM SPACERS (MIN. 4 PER LETTER) MEMORANDUM To: Date: From: Subject:No fee Building Plan Check & Permit for Project 22-1415 Memorial Park Aquatics Center (City Project) The Public Works Agency is managing the design and construction process for a New Aquatics Center & Two Pools at Memorial Park, 2102 Flower Street. The project will require a several building permit(s) for demolition, grading, building, mechanical, electrical, plumbing, sign & solar. As this is a City project, we are requesting few waivers for all applicable PBA plan checking & permits. The Scope of Work includes renovation of an existing City of Santa Ana Memorial Park Aquatics Center, including demolition of a non-conforming structure, demolition of an existing pool, grading, new building, 2 new pools (recreational & competition), pool deck with seating areas, ADA compliancy, exterior lighting, cameras, lighting fixtures, landscape, irrigation, site furnishings, exterior fencing & concrete. If there are any questions, please contact Victor Rosales at Extension #5686 (office), or 714-904- 8950. 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 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 Page 1 of 18 DIVISION: 03 00 00— CONCRETE Section: 03 16 00— Concrete Anchors DIVISION: 05 00 00— METALS Section: 05 05 19—Post- Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD ADDITIONAL LISTEE: ITW BRANDS EVALUATION SUBJECT: TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ◼2021, 2018, 2015, and 2012 International Building Code® (IBC) ◼2021, 2018, 2015, and 2012 International Residential Code® (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-3699 LABC and LARC Supplement. Property evaluated: ◼Structural 2.0 USES The 1/4-inch-, 3/8-inch-, and 1/2-inch-diameter (6.4 mm, 9.5 mm, and 12.7 mm) Tapcon+ Screw Anchors with Advanced Threadform Technology are used as anchorage in cracked and uncracked normalweight and lightweight concrete having a specified compressive strength f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static, wind, and seismic tension and shear loads. The 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchors with Advanced Threadform Technology are also used as anchorage when installed in the soffit of cracked and uncracked normalweight and sand-lightweight concrete over steel deck having a minimum specified compressive strength f′c = 3,000 psi (20.7 MPa) to resist static, wind, and seismic tension and shear loads . The 1/4-inch-diameter (6.4 mm) SAMMYS Anchors for use with threaded rods are available in two head styles: the SAMMYS vertical threaded rod anchor, CCST 516; and SAMMYS horizontal threaded rod anchor, SW- CCST 516. The CCST 516 anchor is used as anchorage in cracked and uncracked normalweight and sand- lightweight concrete having a specified compressive strength f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static and wind, tension or shear loads, and seismic tension loads only. The SW-CCST 516 anchor is used as anchorage in uncracked normalweight and sand-lightweight concrete having a specified compressive strength f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static and wind shear loads only. ICC-ES Evaluation Report ESR-3699 Reissued March 2024 This report also contains: -LABC Supplement -CBC Supplement -FBC Supplement Subject to renewal March 2026 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. ESR-3699 Page 2 of 18 The anchoring system is an alternative to cast-in-place anchors described in Section 1901.3 of the 2021, 2018 and 2015 IBC, and Sections 1908 and 1909 of the 2012 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Tapcon+ Anchors with Advanced Threadform Technology: The Tapcon+ Anchors with Advanced Threadform Technology are manufactured from carbon steel with supplementary heat treatment. The anchors have an alternating high-low thread form on the shank and are available a variety of lengths with nominal diameters of 1/4-inch, 3/8-inch, and 1/2-inch (6.4 mm, 9.5 mm, and 12.7 mm). The Tapcon+ Screw Anchors are available with a hex washer head, and have a blue Climaseal® coating. Illustrations of anchors are provided in Figure 1. 3.2 SAMMYS Anchors for Threaded Rods: The SAMMYS Screw Anchor is a two-piece, carbon steel threaded anchor that is comprised of the 1/4-inch-diameter (6.4 mm) Tapcon+ Screw Anchor with Advanced Threadform Technology and a 3/8-inch-16 UNC internal thread hex shaped cap. The hex shaped cap is manufactured from carbon steel alloy complying with UNS G1010 heat treated steel and has an electrodeposited coating of zinc, minimum thickness of 0.0002 inch (5 m), in accordance with ASTM B633, SC1, Type III. The SAMMYS Screw Anchors are available with a 21/2-inch (63.5 mm) length. Two models are available: SAMMYS Vertical Threaded Rod Anchor (Model No. CCST 516) and SAMMYS Horizontal Threaded Rod Anchor (Model No. SW-CCST 516). Figure 3 illustrates the SAMMYS vertical threaded rod anchor and SAMMYS horizontal threaded rod anchor with their torque limiting installation tools. The installation tools are designed to prevent over torque conditions upon installation. The design also permits the nut driver to release from the head of the anchor once fully installed. 3.3 Concrete: Normalweight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC, as applicable. 3.4 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 6 and have a minimum base steel thickness of 0.034 inch(0.864 mm). Steel must comply with ASTM A653 Grade 40, with a minimum yield strength of 40,000 psi (276 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2021 IBC, as well as Section R301.1.3 of the 2021 IRC must be determined in accordance with ACI 318-19 Chapter 17 and this report Design strength of anchors complying with the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2018 and 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC and Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design parameters provided in Tables 1, 2, 3 and 5 are based on the 2021 IBC (ACI 318-19), 2018 and 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.2 through 4.1.12 of this report. The strength design must comply with ACI 318-19 17.5.1.2, ACI 318-14 17.3.1 or ACI 318-11 D.4.1, except as required in ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, , as given in ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 Section D.4.3, as applicable, and noted in Tables 2, 3, and 5 must be used for load combinations calculated in accordance with Section 1605.1 of the 2021 IBC or Section 1605.2 of the 2018, 2015 and 2012 IBC, Section 5.3 of ACI 318 (-19 and -14) or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors as given in ACI 318-11 D.4.4 must be used for load combinations set forth in ACI 318-11 Appendix C. The value of f′c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-19 17.3.1, ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. ESR-3699 Page 3 of 18 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength of a single anchor in tension is calculated in accordance with ACI 318-19 17.6.1.2, ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The Nsa values of a single anchor are given in Table 2 of this report. Strength reduction factors, , corresponding to brittle steel elements as defined in ACI 318 (-19 or -14) 2.3 or ACI 318-11 D.1, as applicable, and provided in Table 2, must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Ncb or Ncbg: The nominal static concrete breakout strength for a single anchor or group of anchors in tension, Ncb or Ncbg, must be calculated in accordance with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-19 17.6.2.2, ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Table 2. The nominal concrete breakout strength in tension in regions of concrete where analysis indicates no cracking at service loads in accordance with ACI 318-19 17.6.2.5, ACI 318-14 17.4.2.6 or ACI 318- 11 D.5.2.6, as applicable, must be calculated using the values of kuncr as given in Table 2 of this report with ψc,N = 1.0. For 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 6, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Np: The nominal pullout strength of a single anchor in tension in accordance with ACI 318-19 17.6.3.1 and 17.6.3.2.1, ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 2 of this report. For all design cases 𝛹𝑐,𝑃=1.0. In accordance with ACI 318-19 17.6.3, ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be adjusted for concrete strengths according to Eq-1: 𝑁𝑝,𝑓𝑐′=𝑁𝑝,𝑐𝑟(𝑓𝑐′ 2,500) 𝑛 (lb,psi) (Eq-1) 𝑁𝑝,𝑓𝑐′=𝑁𝑝,𝑐𝑟(𝑓𝑐′ 17.2) 𝑛 (N, MPa) where f′c is the specified compressive strength and n is the factor defining the influence of concrete strength on the pullout strength. For the 3/8-inch-diameter anchor in cracked concrete, n is 0.12. For all other diameters, n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted for concrete strengths according to Eq-2: 𝑁𝑝,𝑓𝑐′=𝑁𝑝,𝑢𝑛𝑐𝑟(𝑓𝑐′ 2,500) 𝑛 (lb,psi) (Eq-2) 𝑁𝑝,𝑓𝑐′=𝑁𝑝,𝑢𝑛𝑐𝑟(𝑓𝑐′ 17.2) 𝑛 (N, MPa) where f′c is the specified compressive strength and n is the factor defining the influence of concrete strength on the pullout strength. For all diameters, n is 0.5. Where values for Np,cr or Np,uncr are not provided in Table 2, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchor installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 6, is given in Table 5. In accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3, ACI 318-17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. ESR-3699 Page 4 of 18 4.1.5 Requirements for Static Steel Strength in Shear, Vsa: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-19 Eq. 17.7.1.2b, ACI 318-14 Eq. 17.5.1.2b or ACI 318-11, Eq. D-29, as applicable. Strength reduction factors, , corresponding to brittle steel elements as defined in ACI 318 (-19 or -14) 2.3 or ACI 318-11 D.1, as applicable, and provided in Table 3, must be used. The nominal shear strength Vsa,deck, of anchors installed in the soffit of sand-lightweight of normalweight concrete filled steel deck floor and roof assemblies, as shown in Figure 6, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Vcb or Vcbg: The nominal static concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318-19 17.7.2.2.1, ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, based on the values provided in Table 3. The value of le used in ACI 318-19 Eq. 17.7.2.2.1a, ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33, as applicable, must be taken as no greater than the lesser of hef or 8da. For 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 6, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vcpg: The nominal static concrete pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, must be calculated in accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the value of kcp described in Table 3, and the values of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For 1/2 inch (12.7 mm) diameter Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 6, calculation of the concrete pryout strength in shear is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed according to ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-19 17.10 or ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2021, 2018 and 2015 IBC, as applicable. For the 2012 IBC, Section 1905.1.9 must be omitted. The anchors comply with ACI 318 (-19 and -14) 2.3 or ACI 318-11 D.1, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-19 17.10.5, 17.10.6, 17.10.7 or 17.10.4; ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7 or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7, as applicable. The 1/4-inch-, 3/8-inch-, and 1/2-inch-diameter (6.4 mm, 9.5 mm, and 12.7 mm) Tapcon+ Screw Anchors may be installed in regions designated as IBC Seismic Design Categories A through F. The 1/4-inch (6.4 mm) SAMMYS vertical threaded rod anchors (CCST 516) are limited to seismic tension loads only, and seismic shear loads are beyond the scope of this report. The 1/4-inch (6.4 mm) SAMMYS horizontal threaded rod anchors (SW-CCST 516) are limited to static shear loads only, and seismic tension or shear loads are beyond the scope of this report The SAMMYS vertical threaded rod anchors (CCST 516) may be installed in regions designated as IBC Seismic Design Categories A through F. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318-19 17.6.1 and 17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the value for nominal pullout strength in tension for seismic loads, Np,eq or Np,deck,cr, given in Table 2 and Table 5 of this report, must be used in lieu of Np. The values of Np,eq or Np,deck,cr must be adjusted for the concrete strength in accordance with Eq-2 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 2 or Table 5, the static design strength values govern. ESR-3699 Page 5 of 18 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318-19 17.7.2 and 17.7.3, ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the value for nominal steel strength in shear for seismic loads, Vsa,eq, or Vsa,deck, given in Tables 3 or 5 of this report, must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318- 19 17.8, ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. For the Sammys anchors, influence of bending on tension values when loaded in shear must be considered. 4.1.10 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor ψcp,N given by Eq-3: 𝛹𝑐𝑝,𝑁=𝑐 𝑐𝑎𝑐 (Eq-3) whereby the factor 𝛹𝑐𝑝,𝑁 need not be taken as less than 1.5ℎ𝑒𝑓 𝑐𝑎𝑐 . For all other cases, 𝛹𝑐𝑝,𝑁=1.0. In lieu of ACI 318-19 17.9.5, ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, the values for the critical edge distance, cac, must be taken from Table 1. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-19 17.9.2, ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of smin and cmin as given in Table 1 of this report must be used. In lieu of ACI 318-19 17.9.4, ACI 318-14 17.7.5 or ACI 318-11 D.8.5, minimum concrete thickness hmin as given in Table 1 of this report must be used. For 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchors installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 6 and must have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λa equal to 0.8λ is applied to all values of cf affecting Nn and Vn. For ACI 318-19 (2021 IBC), ACI 318-14 (2018 and 2015 IBC) and ACI 318-11 (2012 IBC), λ shall be determined in accordance with the corresponding version of ACI 318. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design: 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.1 of the 2021 IBC or Section 1605.3 of the 2018, 2015 and 2012 IBC, must be established as follows:  =n ASDallowable, NT (Eq-4)  =n ASDallowable, VV (Eq-5) where: Tallowable, ASD = Allowable tension load (lbf or kN). Vallowable, ASD = Allowable tension load (lbf or kN). Nn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 (-19 and -14) Chapter 17 and 2021, 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, and Section 4.1 of this report, as applicable (lbf or kN). For the 2012 IBC, Section 1905.1.9 must be omitted. ESR-3699 Page 6 of 18 Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 (-19 and -14) Chapter 17 and 2021, 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, and Section 4.1 of this report, as applicable (lbf or kN). For the 2012 IBC, Section 1905.1.9 must be omitted.  = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition,  must include all applicable factors to account for nonductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness as given in Section 4.1.11 of this report must apply. An illustrative example of allowable stress design values is shown in Table 4. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-19 17.8, ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: If Tapplied  0.2 Tallowable,ASD, the full allowable load in shear Vallowable,ASD shall be permitted. If Vapplied  0.2 Vallowable,ASD, the full allowable load in tension Tallowable,ASD shall be permitted. For all other cases: 2.1+ ASDallowable, applied ASDallowable,V V T Tapplied (Eq-6) 4.3 Installation: Installation parameters are provided in Table 1 and Figures 4 and 6 of this report. The Tapcon+ Screw Anchors and SAMMYS Anchors must be installed in accordance with the manufacturer’s published instructions and this report. In case of conflict, this report governs. Anchor locations must comply with this report and the plans and specifications approved by the code official. 4.3.1 Tapcon+ Screw Anchors with Advanced Threadform Technology: 1/4-inch-, 3/8-inch-, and 1/2-inch- diameter (6.4 mm, 9.5 mm, and 12.7 mm) Tapcon+ Screw Anchors must be installed according to ITW’s published instructions and this report. For the 1/4-inch-diameter (6.4 mm) anchor, the holes must be predrilled in concrete with a carbide-tipped drill bit complying with ANSI B212.15-1994 or a Tapcon+ carbide-tipped drill bit, supplied by ITW. For the 3/8-inch- and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors, the holes must be predrilled in concrete with a carbide-tipped drill bit complying with ANSI B212.15-1994. The hole must be drilled to the specified minimum hole depth, hhole, in accordance with Table 1. Before anchor installation, dust and other debris must be removed by use of a vacuum or compressed air. The anchors must then be installed through the attachment into the hole, in accordance with ITW’s instructions, to the specified nominal embedment depth using a powered impact wrench or manual torque wrench until the proper embedment depth is obtained. The maximum impact wrench torque and maximum installation torque for the manual torque wrench must be in accordance with Table 1. The Tapcon+ Screw Anchors may be loosened by a maximum of one turn and retightened with a manual torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For installation of the 1/2-inch-diameter (12.7 mm) Tapcon+ Screw Anchor in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 6. 4.3.2 SAMMYS Anchors for Threaded Rod: The SAMMYS Anchors must be installed according to ITW’s published instructions and this report. Holes must be predrilled in concrete with a Tapcon carbide-tipped drill bit complying with ANSI B212.15-1994, supplied by ITW. The hole must be drilled to the specified nominal embedment depth plus a minimum of 1/4 inch (6.4 mm). Before anchor installation, dust and other debris must be removed by use of a vacuum or compressed air. The anchors must then be installed into the hole, in accordance with ITW’s instructions, to the specified nominal embedment depth using a powered impact wrench in conjunction with the ITW torque limiting nut driver until the proper embedment depth is obtained. Removal and reinstallation of the anchor is not allowed. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2021, 2018, 2015 and 2012 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole ESR-3699 Page 7 of 18 dimensions, anchor spacing, edge distances, concrete thickness, anchor embedment, drill bit type and size, hole cleaning procedures, installation torque, and adherence to the manufacturer's published installation instructions and the conditions of this report (in case of conflict, this report governs). The special inspector must be present as often as required in accordance with the “statement of special inspection.” 5.0 CONDITIONS OF USE: The Tapcon+ Screw Anchors and SAMMYS Anchors described in this report are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, embedment, and installation are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer’s published installation instructions and this report. In case of conflict, this report governs. 5.3 The 1/4-inch-, 3/8-inch-, and 1/2-inch-diameter (6.4 mm, 9.5 mm and 12.7 mm) anchors must be used in cracked and uncracked normalweight concrete and lightweight concrete having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.4 The 1/2-inch-diameter (12.7 mm) anchor may be used in cracked and uncracked normalweight or sand- lightweight concrete over metal deck having a minimum specified compressive strength, f′c, of 3,000 psi (20.7 MPa). 5.5 The values of f’c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.6 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.7 Strength design values must be established in accordance with Section 4.1 of this report. 5.8 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.9 Anchor spacing, edge distance, and minimum concrete thickness must comply with Section 4.1.11, Table 1, and Figure 6 of this report. 5.10 Reported values for the SAMMYS Anchors for Threaded Rod do not consider the steel element threaded into the anchor, which must be verified by the design professional. SAMMYS Anchors must be installed directly into the concrete, without the use of a baseplate. 5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official for approval. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.12 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report. 5.13 The 1/4-inch-, 3/8-inch-, and 1/2-inch-diameter (6.4 mm, 9.5 mm, and 12.7 mm) Tapcon+ Screw Anchors may be used to resist short-term loading due to wind forces and for seismic load combinations in locations designated as Seismic Design Categories A through F under the IBC, subject to the conditions of this report. 5.14 The 1/4-inch-diameter (6.4 mm) SAMMYS Anchors may be used to resist short-term loading due to wind forces and seismic tension loads only in locations designated as Seismic Design Categories A through F under the IBC, subject to the conditions of this report. 5.15 Anchors are not permitted to support fire-resistance-rated construction. Where not otherwise prohibited by the code, anchors are permitted for installation in fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.16 The anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress-induced hydrogen-embrittlement. ESR-3699 Page 8 of 18 5.17 The design of anchor groups in accordance with ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D, as applicable, is valid for screw anchors with a thread length of at least 80 percent of the nominal embedment depth. Anchors with a thread length less than 80 percent of the nominal embedment depth shall be designed as single anchors. 5.18 Use of anchors must be limited to dry, interior locations. 5.19 Special inspection must be provided in accordance with Section 4.4 of the report. 5.20 Anchors are manufactured in the U.S.A. under an approved quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017 (editorially revised December 2020); and quality-control documentation. 7.0 IDENTIFICATION 7.1 The Tapcon+ Screw Anchors and SAMMYS Anchors are identified by packaging labeled with the manufacturer’s name (ITW Red Head, ITW Buildex, or ITW Brands), contact information, anchor name, anchor size, and evaluation report number (ESR-3699). The Red Head logo or “BX” logo, and a length identification code letter are stamped on the head of each anchor. See the length identification system illustrated in Figure 2 of this report. 7.2 The report holder’s contact information is the following: ITW RED HEAD ITW BUILDEX 155 HARLEM AVENUE GLENVIEW, ILLINOIS 60025 (800) 848-5611 www.itw-redhead.com techsupport@itwccna.com 7.3 The Additional Listee’s contact information is the following: ITW BRANDS 155 HARLEM AVENUE GLENVIEW, ILLINOIS 60025 (877) 489-2726 www.itwbrands.com TABLE A—PRODUCT IDENTIFICATION CROSS REFERENCE BY MANUFACTURER PRODUCT REFERENCE PER ICC-ES ESR-3699 ITW RED HEAD ITW BUILDEX ITW BRANDS 1/4" SAMMYS for Vertical Rod Not applicable 1/4" SAMMYS for Vertical Rod Part No. CCST 516 Not applicable 1/4" SAMMYS for Horizontal Rod Not applicable 1/4" SAMMYS for Horizontal Rod Part No. SW-CCST 516 Not applicable 1/4" Tapcon+ Anchor 1/4" Tapcon+ Anchor Not applicable Buildex 5/16" Tapcon+ Anchor 3/8" Tapcon+ Anchor 3/8" Tapcon+ Anchor Not applicable Buildex 3/8" Tapcon+ Anchor 1/2" Tapcon+ Anchor 1/2" Tapcon+ Anchor Not applicable Buildex 1/2" Tapcon+ Anchor ESR-3699 Page 9 of 18 FIGURE 1—TAPCON+ SCREW ANCHOR WITH ADVANCED THREADFORM TECHNOLOGY LENGTH MARKING ON ANCHOR HEAD A B C D E F G H I J Length of anchor (inches) From 1 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 Up to, but not including 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 For SI: 1 inch = 25.4 mm. FIGURE 2—LENGTH IDENTIFICATION SYSTEM FIGURE 3—SAMMYS SCREW ANCHORS FOR THREADED ROD SAMMYS Vertical Threaded Rod Anchor (Model No. CCST 516) with torque-limiting nut driver (#14 Black Nut Driver) SAMMYS Horizontal Threaded Rod Anchor (Model No. SW-CCST 516) with torque-limiting nut driver (#14 SW Red Nut Driver) ESR-3699 Page 10 of 18 INSTALLATION INSTRUCTIONS FOR TAPCON+ SCREW ANCHORS ANCHOR DIAMETER (inch) ANSI DRILL BIT DIAMETER (inch)1 ANCHOR HEAD (SOCKET SIZE) DIAMETER (inch) ANCHOR HEAD HEIGHT (inch) WASHER DIAMETER (inch) MANUAL WRENCH MAX TORQUE2 IMPACT WRENCH MAX TORQUE RATING 1/4 (ITW Red Head Anchor) 1/4 3/8 0.24 1/2 20 FT LBS 115 FT LBS 5/16 (ITW Brands Anchor) 1/4 3/8 0.24 1/2 20 FT LBS 115 FT LBS 3/8 3/8 9/16 0.35 13/16 50 FT LBS 200 FT LBS 1/2 1/2 3/4 0.45 1 70 FT LBS 345 FT LBS 1 A 1/4-inch Tapcon+ drill bit may also be used for installation of the 1/4-inch anchor. 2 For manual installation, use a torque wrench to verify that the maximum installation torque has not been exceeded. Installation Steps for Concrete 1. Using a 1/4-inch Tapcon+ drill bit, drill a hole at least 1/4-inch deeper than anchor embedment. 2. Clean hole with compressed air or vacuum to remove any excess dust/debris. 3. Insert appropriate torque-limiting nut driver into the drill. See chart below. 4. Insert the anchor into the nut driver, position the anchor into hole and tighten anchor until nut driver spins free on cap of anchor. Anchor Model Torque-Limiting Nut Driver (Color) Installation Orientation Rod Size (inch) CCST 516 #14 (Black) Vertical 3/8 SW-CCST 516 #14 SW (Red) Horizontal 3/8 FIGURE 4—INSTALLATION INSTRUCTIONS FOR TAPCON+ SCREW ANCHOR AND SAMMYS THREADED ROD ANCHOR ESR-3699 Page 11 of 18 TABLE 1—INSTALLATION INFORMATION FOR TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS1,5 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1/4 1/4 3/8 1/2 Head Style — — SAMMYS for Vertical Rod (CCST 516) SAMMYS for Horizontal Rod (SW-CCST 516) Hex Head Hex Head Hex Head Nominal Outside diameter (Shank) da in. 0.25 0.25 0.38 0.50 Nominal Outside diameter (threads) — in. 0.33 0.33 0.46 0.59 Drill bit specification dbit in. 1/4 Tapcon+ Bit 1/4 Tapcon+ Bit 1/4 ANSI Bit 3/8 ANSI Bit 1/2 ANSI Bit Minimum base plate clearance hole diameter dh in. Not applicable2 3/8 1/2 5/8 Maximum installation torque4 Tinst, max ft-lbf Not applicable3 20 50 70 Maximum Impact Wrench Torque Rating Timpact, max ft-lbf Not applicable3 115 200 345 Effective embedment depth hef in. 1.67 1.45 1.78 1.32 2.17 3.02 Minimum nominal embedment depth5 hnom in. 21/4 2 21/2 2 3 4 Minimum hole depth hhole in. 21/2 21/4 23/4 21/4 31/4 41/4 Minimum concrete member thickness hmin in. 4 4 4 4 6 Critical edge distance cac in. 21/2 21/2 41/2 3 4 5 Minimum edge distance cmin in. 11/2 11/2 11/2 21/2 13/4 21/2 Minimum spacing smin in. 3 3 3 3 31/2 3 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 1The data presented in this table is to be used in conjunction with the design criteria of ACI 318 -19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The Sammys Anchor is installed without a base plate, directly into the concrete. 3Installation must be performed with an ITW torque limiting nut driver, as applicable. See Section 4.3 for additional information. 4Tinst,max applies to installations using a calibrated torque wrench. 5For the 3/8-inch-, and 1/2-inch-diameter Tapcon+ anchors, the design of anchor groups in accordance with ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D, as applicable, is only valid for screw anchors with a thread length of at least 80 percent of the nominal embedment depth. Anchors with a thread length less than 80 percent of the nominal embedment depth shall be designed as single anchors. ESR-3699 Page 12 of 18 TABLE 2—TENSION STRENGTH DESIGN INFORMATION FOR TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS1 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1/4 1/4 3/8 1/2 Head Style — — SAMMYS for Vertical Rod (CCST 516) SAMMYS for Horizontal Rod (SW-CCST 516) Hex Head Hex Head Hex Head Drill bit specification in. 1/4 Tapcon+ Bit 1/4 Tapcon+ Bit 1/4 ANSI Bit 3/8 ANSI Bit 1/2 ANSI Bit Anchor category 1, 2 or 3 — 1 1 2 1 1 Effective embedment depth hef in. 1.454 1.45 1.78 1.32 2.17 3.02 Minimum concrete member thickness hmin in. 4 4 4 4 6 Critical edge distance cac in. 21/2 21/2 41/2 3 4 5 Data for Steel Strength in Tension Minimum specified yield strength fy psi Not applicable 100,000 100,000 100,000 Minimum specified ultimate strength futa psi Not applicable 125,000 125,000 125,000 Effective tensile stress area Ase in2 Not applicable 0.0470 0.098 0.1850 Steel strength in tension Nsa lbf 1,8225 5,900 12,250 23,125 Strength reduction factor  for tension, steel failure modes2 sa — 0.65 0.65 0.65 0.65 Data for Concrete Breakout Strength in Tension Effectiveness factor - uncracked concrete kuncr — 24 24 27 30 Effectiveness factor - cracked concrete kcr — 17 17 17 17 Modification factor for cracked and uncracked concrete Ψc,N — 1.0 1.0 1.0 1.0 Strength reduction factor  for tension, concrete failure modes2 cb — 0.65 0.65 0.55 0.65 0.65 Data for Pullout Strength in Tension Pullout strength, uncracked concrete Np,uncr lbf 2,107 2,107 See Footnote 3 See Footnote 3 Pullout strength, cracked concrete Np,cr lbf 857 857 1,837 See Footnote 3 Pullout strength for seismic loads Np,eq lbf 857 857 1,677 See Footnote 3 Strength reduction factor  for tension, pullout failure modes2 p — 0.65 0.65 0.55 0.65 See Footnote 3 Additional Anchor Data Axial stiffness in service load range in uncracked concrete uncr lbf /in 385,000 385,000 800,000 800,000 Axial stiffness in service load range in cracked concrete cr lbf /in 225,000 225,000 365,000 365,000 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 1The data presented in this table is to be used in conjunction with the design criteria of ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4. 3Pullout resistance does not govern design and does not need to be considered. 4For calculation only. For actual hef see Table 1. 5For the strength between the threaded cap and anchor head. ESR-3699 Page 13 of 18 TABLE 3—SHEAR STRENGTH DESIGN INFORMATION FOR TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS1 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1/4 1/4 3/8 1/2 Head Style — — SAMMYS for Vertical Rod (CCST 516) SAMMYS for Horizontal Rod (SW-CCST 516) Hex Head Hex Head Hex Head Drill bit specification in. 1/4 Tapcon+ Bit 1/4 Tapcon+ Bit 1/4 ANSI Bit 3/8 ANSI Bit 1/2 ANSI Bit Anchor category 1, 2 or 3 — 1 1 2 1 1 Minimum effective embedment depth hef in. 1.454 1.45 1.78 1.32 2.17 3.02 Minimum concrete member thickness hmin in. 4 4 4 4 6 Critical edge distance cac in. 21/2 21/2 41/2 3 4 5 Data for Steel Strengths in Shear Minimum specified yield strength fy psi Not applicable 100,000 100,000 100,000 Minimum specified ultimate strength futa psi Not applicable 125,000 125,000 125,000 Effective shear stress area Ase in2 Not applicable 0.047 0.098 0.185 Steel strength in shear - static Vsa lbf 9055 2,045 3,621 12,610 Steel strength in shear - seismic Vsa,eq Not applicable3 1,350 2,920 9,300 Strength reduction factor  for shear, steel failure modes2 sa — 0.60 0.60 0.60 0.60 Data for Concrete Breakout and Concrete Pryout Strengths in Shear Nominal Outside diameter (shank) da in. 0.25 0.25 0.38 0.50 Load bearing length of anchor ℓe — 1.67 1.45 1.78 1.32 2.17 3.02 Coefficient for Pryout Strength  cp — 1.0 1.0 1.0 1.0 2.0 Strength reduction factor for shear, concrete breakout2 cb — 0.70 0.70 0.70 0.70 Strength reduction factor for shear, pryout2 cp — 0.70 0.70 0.70 0.70 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 1The data presented in this table is to be used in conjunction with the design criteria of ACI 318 -14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4. 3The SAMMYS anchors have not been evaluated for seismic shear design under this report. 4For calculation only. For actual hef see Table 1. 5For the strength between the threaded cap and anchor head. ESR-3699 Page 14 of 18 TABLE 4—EXAMPLE ALLOWABLE STRESS DESIGN TNSION VALUES FOR ILLUSTRATIVE PURPOSES FOR TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS 1,2,3,4,5,6,7,8,9 NOMINAL ANCHOR DIAMETER (inch) NOMINAL EMBEDMENT DEPTH (inches) EFFECTIVE EMBEDMENT DEPTH (inches) ALLOWABLE TENSION LOAD (pounds) 1/4 SAMMYS 2.25 1.4510 800 1/4 2.00 1.45 920 3/8 2.50 1.78 1,335 1/2 2.00 1.32 800 3.00 2.17 1,685 4.00 3.02 2,765 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa. 1Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combination from ACI 318 (-19 and -14) Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 430 percent dead load and 70 percent live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for  = 0.3* 1.2 + 0.7* 1.6 = 1.48. 6Normalweight concrete, f'c = 2,500 psi 7ca1 = ca2 > cac. 8h  hmin. 9Condition B where supplementary reinforcement in accordance with ACI 318 -19 17.5.3, ACI 318-14 Section 17.3.4 or ACI 318-11 Section D.4.4, as applicable, is not provided. 10For calculation only. For actual hef see Table 1. Illustrative Procedure to Calculate Allowable Stress Design Tension Value: Tapcon+ Screw Anchor 1/2-inch diameter, using an embedment of 4-inches, assuming the conditions given in Table 4. PROCEDURE CALCULATION Step 1 Calculate steel strength of a single anchor in tension Nsa =  Nsa per ACI 318-19 17.6.1.2, ACI 318-14 17.4.1.2, ACI 318-11 D 5.1.2, Table 2 of this report: =0.70*23,125 =15,031 lbs steel strength Step 2 Calculate concrete breakout strength of a single anchor in Nb = kuncr cf` hef1.5 tension per ACI 318-19 17.6.2.2, ACI 318-14 17.4.2.2, ACI 318-11 D 5.2.2, Table 2 of this report: = 24*500,2 *3.021.5 Ncb = 6,298 lbs = ANC/ANC0 ψed,N ψc,N ψcp,N Nb = 0.65*1.0*1.0*1.0*1.0*6,298 = 0.65*6,298 = 4,093 lbs concrete breakout strength Step 3 Calculate pullout strength per Table 2 of this report: Npn = Np,uncr ψc,P n/a – pullout strength does not control (see Table 2, footnote 4) Determine controlling resistance strength in tension Step 4 per ACI 318-19 17.5.2, ACI 318-14 17.3.1.1, ACI 318-11 D 4.1.1: = 4,093 lbs controlling resistance (concrete) Step 5 Calculate allowable stress design conversion factor for loading condition per ACI 318-19 and ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2: α =1.2D + 1.6L =1.2(0.3) + 1.6(0.7) =1.48 Step 6 Calculate allowable stress design value per Tallowable,ASD =  Nn / α Section 4.2 of this report: = 4,093/ 1.48 = 2,765 lbs allowable stress design FIGURE 5—EXAMPLE DESIGN CALCULATION ESR-3699 Page 15 of 18 FIGURE 6—TAPCON+ SCREW ANCHOR LOCATED IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 inch = 25.4 mm) TABLE 5—TAPCON+ SCREW ANCHOR DESIGN INFORMATION FOR ANCHORS LOCATED IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES1,2,3,4,5 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1/2 Location of installation — — Lower Flute Upper Flute Minimum hole depth hhole in. 21/2 41/2 21/2 Nominal embedment depth hnom in. 2 4 2 Minimum effective embedment depth hef in. 1.32 3.02 1.32 Characteristic pullout strength, uncracked concrete over metal deck Np, deck,uncr lbf 1,720 4,950 2,405 Characteristic pullout strength, cracked concrete over metal deck Np, deck,cr lbf 975 2,805 1,360 Characteristic shear strength, concrete over metal deck Vsa, deck lbf 3,825 6,130 3,825 Characteristic shear strength - seismic, concrete over metal deck Vsa, deck,eq lbf 2,820 4,520 2,820 Reduction factor for pullout strength in tension  — 0.65 Reduction factor for steel strength in shear  — 0.60 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 1Values for Np,dec,uncr, Np,dec,cr, Vsa,deck and Vsa,deck,eq apply to sand-lightweight concrete having a minimum concrete compressive strength, f'c , of 3,000 psi. 2The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f'c/3,000 psi)0.5. 3The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318 -11 D.4.4. 4The minimum anchor spacing along the flute must be the greater of 3 hef or 1.5 times the flute width in accordance with Section 4.1.11 of this report. 5Installation must comply with Figure 6 of this report. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. Page 16 of 18 ICC-ES Evaluation Report ESR-3699 LABC and LARC Supplement Reissued March 2024 This report is subject to renewal March 2026. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD EVALUATION SUBJECT: TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Tapcon+ Screw Anchors and SAMMYS Threaded Rod Anchors for use in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3699, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions:  2020 City of Los Angeles Building Code (LABC)  2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Tapcon+ Screw Anchors and SAMMYS Threaded Rod Anchors for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3699, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Tapcon+ Screw Anchors and SAMMYS Threaded Rod Anchors described in this evaluation report must comply with all of the following conditions:  All applicable sections in the evaluation report ESR-3699.  The design, installation, conditions of use and labeling of the anchors are in accordance with the 2018 International Building Code® (IBC) provisions noted in the evaluation report ESR-3699.  The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16, 17, and City of Los Angeles Information Bulletin P/BC 2020-092as applicable. References to Los Angeles Research Reports (LARR) within the COLA Information Bulletin P/BC may be substituted with this supplement.  Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.  The allowable and strength design values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern).  For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071. This supplement expires concurrently with the evaluation report, reissued March 2024. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. Page 17 of 18 ICC-ES Evaluation Report ESR-3699 CBC and CRC Supplement Issued March 2024 This report is subject to renewal March 2026. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD EVALUATION SUBJECT: TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Tapcon+ screw anchors and SAMMYS threaded rod anchors for use in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3699, have also been evaluated for compliance with the codes noted below. Applicable code editions:  2022 California Building Code (CBC) For evaluation of applicable Chapters adopted by the California Office of Statewide Health Planning and Development (OSHPD) AKA: California Department of Health Care Access and Information (HCAI) and the Division of State Architect (DSA), see Sections 2.1.1 and 2.1.2 below.  2022 California Residential Code (CRC) 2.0 CONCLUSIONS 2.1 CBC: The Tapcon+ screw anchors and SAMMYS threaded rod anchors for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3699, comply with CBC Chapter 19, provided the design and installation are in accordance with the 2021 International Building Code® (IBC) provisions noted in the evaluation report and the additional requirements of CBC Chapters 16 and 17. 2.1.1 OSHPD: The applicable OSHPD Sections and Chapters of the CBC are beyond the scope of this supplement. 2.1.2 DSA: The applicable DSA Sections and Chapters of the CBC are beyond the scope of this supplement. 2.2 CRC: The Tapcon+ screw anchors and SAMMYS threaded rod anchors for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3699, comply with CRC Section R301.1.3, provided the design and installation are in accordance with the 2021 International Building Code® (IBC) provisions noted in the evaluation report and the additional requirements of CBC Chapters 16 and 17. This supplement expires concurrently with the evaluation report, reissued March 2024. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2024 ICC Evaluation Service, LLC. All rights reserved. Page 18 of 18 ICC-ES Evaluation Report ESR-3699 FBC Supplement Reissued March 2024 This report is subject to renewal March 2026. www.icc-es.org | (800) 423-6587 | (562) 699-0543 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD EVALUATION SUBJECT: TAPCON+ SCREW ANCHORS AND SAMMYS THREADED ROD ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Tapcon+ Screw Anchors and SAMMYS Anchors for Threaded Rods for use in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3699, have also been evaluated for compliance with the codes noted below. Compliance with the following codes: 2020 Florida Building Code—Building 2020 Florida Building Code—Residential 2.0 PURPOSE OF THIS SUPPLEMENT The Tapcon+ Screw Anchors and SAMMYS Screw Anchors for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report, ESR-3699, comply with the Florida Building Code—Building and Florida Building Code—Residential, provided the design requirements are determined in accordance with the Florida Building Code—Building or Florida Building Code—Residential, as applicable. The installation requirements noted in ICC-ES evaluation report, ESR- 3699 for the 2018 International Building Code® meet the requirements of the Florida Building Code—Building or Florida Building Code—Residential, as applicable. Use of the Tapcon+ Screw Anchors and SAMMYS Screw Anchors for use in cracked and uncracked concrete, for compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and Florida Building Code— Residential, have not been evaluated, and is outside the scope of this supplemental report. For products falling under Florida Rule 61G20-3, verification that the report holder’s quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued March 2024. A Subsidiary of the International Code Council ®