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3080 S Harbor Blvd - Plan
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Last modified
2/13/2026 5:03:08 AM
Creation date
2/13/2026 5:00:37 AM
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Plan
Permit Number
101123703
101123704
Full Address
3080 S Harbor Blvd
Street Number
3080
Street Direction
S
Street Name
Harbor
Street Suffix
Blvd
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TYPICAL ANCHOR INSTALLATION DESIGN AND TEST VALUES <br />BOLT DIAMETER <br />MIN EFFECTIVE EMBEDMENT <br />MIN HOLE DEPTH <br />3/8" <br />2" <br />2 3/4" <br />MIN MEMBER THICKNESS 4" <br />INSTALLATION TORQUE <br />CARBON STEEL 30 FT-LBS <br />1/2" <br />2" <br />2 3/4" <br />4" <br />5/8" <br />3 1/4" <br />4 1/4" <br />5" <br />3/4" <br />3 3/4" <br />4 3/4" <br />6" <br />3 1/4" <br />4 1/4" <br />6" <br />4" <br />4 3/4" <br />6" <br />4 3/4" <br />5 3/4" <br />8" <br />50 FT-LBS 40 FT-LBS 110 FT-LBS <br />ANCHOR AT WALL OR SLAB <br />1" MIN HOLE DEPTH <br />USE STEEL <br />PIECE AS <br />TEMPLATE <br />ANCHOR RELOCATION DETAIL <br />RELOCATE HOLE <br />SLIGHTLY 1/4 <br />1/4 OPPOSITE <br />EDGES <br />EDGE OF STEEL PLATE <br />3" SQx1/4" PLATE <br />NOTES: <br />RELOCATE BOLT IF REQ'D TO CLEAR <br />REINFORCING STEEL. <br />UNLESS NOTED/ REFERENCED ON THE <br />DETAILS/DRAWINGS, POST INSTALLED <br />ANCHORS SHALL BE USED TO REPLACE <br />CAST-IN-PLACE ANCHORS <br />CONC <br />NOTES: <br />1. ALLOWABLE EXPANSION ANCHOR TYPES: HILTI KB-TZ2 (ICC ESR-4266). <br />2. UNO INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS. <br />3. THE TABULATED INSTALLATION AND TEST VALUES PERTAIN TO USE IN HARDROCK CONCRETE, LIGHT-WEIGHT <br />CONCRETE AND CONCRETE FILL OVER METAL DECK. CONCRETE FILL OVER METAL DECK SHALL CONSIST OF 20GA <br />MINIMUM METAL DECK WITH EITHER HARD ROCK OR LIGHT WEIGHT CONCRETE. CONCRETE SHALL HAVE A MINIMUM <br />STRENGTH OF 3000 PSI. <br />4. WHEN INSTALLING DRILLED-IN ANCHORS IN NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION <br />TO AVOID CUTTING OR DAMAGING THE REINFORCING BARS OR OTHER EMBEDDED ITEMS SUCH AS <br />ELECTRICAL/TELECOMMUNICATIONS CONDUIT AND GAS LINES. WHEN INSTALLING DRILL-IN ANCHORS INTO <br />PRESTRESSED CONCRETE (PRE OR POST-TENSIONED), LOCATE TENDONS DURING INSTALLATION BY USING A NON- <br />DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR <br />DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE <br />REINFORCEMENT AND THE DRILLED-IN ANCHOR. <br />5. DRILLED EXPANSION TYPE ANCHOR BOLTS SHALL BE USED ONLY WHERE DETAILED OR FOR ATTACHMENT OF MECH, <br />ELECTRICAL, OR MISC ACCESSORIES OR EQUIPMENT TO THE STRUCTURE. <br />6. WHERE EDGE DISTANCE AND SPACING IS NOT SHOWN ON DETAILS, REFER ICC ESR REPORT FOR MINIMUM VALUES. <br />WHERE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY SEOR <br />AND IOR PRIOR TO INSTALLATION. <br />7. SPECIAL INSPECTION REQUIRED PER CBC TABLE 1705.3. <br />8. USE STAINLESS STEEL ANCHORS FOR CONDITIONS EXPOSED BUILDING EXTERIOR, MOISTURE, AND WHERE SPECIFIED. <br />INSTALLATION TORQUE <br />STAINLESS STEEL 30 FT-LBS 40 FT-LBS 60 FT-LBS 125 FT-LBS <br />EMBEDMENT <br />REBAR SIZE, <br />ASTM A615 <br />GRADE 60 <br />1/2" <br />5/8" <br />MIN HOLE <br />DIAM <br />#3 <br />#4 <br />3/4"#5 <br />1"#6 <br />MIN <br />DEPTH <br />DOWEL <br />NOTES: <br />1. ALLOWABLE EPOXY TYPES: HILTI RE 500 V3 (ICC ESR-3814), HILTI HIT-HY 200 (ICC ESR-3187) <br />2. UNO INSTALL PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS. HOLE SHALL BE THOROUGHLY CLEANED <br />AND ANCHOR SHALL BE FREE OF ANY MATERIAL THAT SHALL IMPAIR BOND TO CONCRETE. <br />3. THE TABULATED INSTALLATION AND TEST VALUES PERTAIN TO USE IN HARDROCK CONCRETE WITH A MINIMUM <br />STRENGTH OF 3,000 PSI. <br />4. WHEN INSTALLING DRILLED-IN ANCHORS IN NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION <br />TO AVOID CUTTING OR DAMAGING THE REINFORCING BARS OR OTHER EMBEDDED ITEMS SUCH AS <br />ELECTRICAL/TELECOMMUNICATIONS CONDUIT AND GAS LINES. WHEN INSTALLING DRILL-IN ANCHORS INTO <br />PRESTRESSED CONCRETE (PRE OR POST-TENSIONED), LOCATE TENDONS DURING INSTALLATION BY USING A NON- <br />DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR <br />DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE <br />REINFORCEMENT AND THE DRILLED-IN ANCHOR. <br />5. DRILLED EPOXY ANCHORS SHALL BE USED ONLY WHERE DETAILED. <br />6. WHERE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY <br />SEOR AND IOR PRIOR TO INSTALLATION. <br />7. SPECIAL INSPECTION REQUIRED PER CBC TABLE 1705.3. <br />8. INSTALLERS PLACING HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS ADHESIVE ANCHORS SHALL BE <br />CERTIFIED BY ACI OR APPROVED EQUIVALENT. <br />9. ALL TESTS SHALL BE PERFORMED IN THE PRESENCE OF THE SPECIAL INSPECTOR OR INSPECTOR OF RECORD. <br />10. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SEOR. <br />11. TESTING OF EPOXY DOWELS AT JOINTS BETWEEN NEW AND EXISTING SLABS-ON-GRADE OR #3 BARS AT CONCRETE <br />CURBS IS NOT REQUIRED. <br />12. EPOXY DOWELS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR <br />INSTALLATION. <br />3" <br />4" <br />6" <br />12" <br />2.8 KIPS <br />4.4 KIPS <br />5.8 KIPS <br />8.5 KIPS <br />(PER SCHEDULE) <br />MIN DIAM OF HOLE <br />(PER SCHEDULE) <br />MINIMUM DEPTH <br />OF HOLE <br />FACE OF <br />EXISTING CONC <br />SLOPED HOLE <br />WHERE INDICATED <br />NOTES: <br />UNLESS NOTED/ REFERENCED ON THE <br />DETAILS/DRAWINGS, EPOXY ANCHORS <br />SHALL NOT BE USED TO REPLACE <br />CAST-IN-PLACE ANCHORS. <br />(TYP) <br />22.5° <br />THREADED ROD <br />DIAMETER, <br />ASTM A36 <br />TENSION <br />TEST LOAD <br />MIN HOLE <br />DIAM <br />MIN <br />DEPTH <br />TENSION <br />TEST LOAD <br />#7 <br />#8 <br />#9 <br />1 1/8" <br />1 1/4" <br />1 3/8" <br />16" <br />18" <br />21" <br />5/8" <br />3/4" <br />7/8" <br />1/2" <br />1" <br />1 1/4" <br />8" <br />10" <br />11 1/4" <br />11.7 KIPS <br />13.8 KIPS <br />23.0 KIPS <br />9/16" <br />11/16" <br />13/16" <br />15/16" <br />3 1/2" <br />4 1/2" <br />6" <br />6 3/4" <br />2.5 KIPS <br />4.3 KIPS <br />5.8 KIPS <br />9.0 KIPS <br />1 1/16" <br />1 5/16" <br />11.5 KIPS <br />19.4 KIPS <br />22.9 KIPS <br />3/8"7/16" <br />db <br />EPOXY <br />REINF BAR REINF BAR <br />BACK-UP <br />ANGLE <br /> 1/8" <br />60° <br />REINF BAR REINF BAR <br />BACK-UP <br />ANGLE <br />1" MIN <br />PER SCHED <br />WELD LENGTH 1" MIN <br />SECTION <br />REINF <br />BAR <br />MIN <br /> 1/16" <br />STRUCTURAL <br />STEEL <br />STL PL <br />NOTES: <br />1. WELDING OF REINFORCING STEEL: <br />FIELD WELDING OF REINFORCING SHALL BE PERFORMED BY WELDERS SPECIFICALLY CERTIFIED FOR <br />REINFORCING STEEL. PRIOR TO WELDING, THE CARBON EQUIVALENT (CE) OF STEEL SHALL BE <br />DETERMINED. A CERTIFIED MILL TEST REPORT WILL SATISFY THIS REQUIREMENT. REINFORCING STEEL <br />WHOSE CE CANNOT BE IDENTIFIED OR WHOSE CE EXCEEDS 0.75% SHALL NOT BE WELDED. REINFORCING <br />STEEL SHALL BE PREHEATED ACCORDING TO AWS REQUIREMENTS. <br />IN ADDITION, STEEL WITH CE BETWEEN 0.66% and 0.75% SHALL BE WELDED ONLY WHERE PRIOR <br />QUALIFICATION TESTS VERIFY ACCEPTABLE WELDABILITY. CARBON EQUIVALENCY DETERMINATION IS <br />WAIVED FOR REINFORCING STEEL CONFORMING TO ASTM A706. <br />2. WELDING OF REBAR PERMITTED WHERE SPECIFICALLY DETAILED PER DRAWINGS. <br />3. PRIOR APPROVAL BY SEOR REQUIRED WHERE REBAR WELDING IS REQUESTED BY GC. <br />4. VERIFY WITH THE GOVERNING AGENCY THAT WELDS ARE PREQUALIFIED BEFORE PROCEEDING WITH THE <br />WORK. GC IS RESPONSIBLE FOR REQUIRED TESTS NEEDED FOR QUALIFICATION. <br />5.#8 BAR & LARGER SHALL BE BUTT WELDED. <br />6.NO WELDING WITHIN 1" OF BEGINNING OF BAR BEND. <br />LAP WELD SCHEDULE <br />BAR SIZE WELD <br />DIAGRAM <br />WELD LENGTH <br />(EACH SIDE) <br />#3 <br />#4 <br />#5 <br />#6 <br />#7 <br />2" <br />3 " <br />3 1/2" <br />4 1/2" <br />5" <br />BUTT WELD <br />SECTIONSECTION <br />REBAR TO REBAR <br />REBAR TO REBAR REBAR PARALLEL TO <br />STRUCTURAL STEEL <br />A1 <br />C1 <br />C1 <br />D <br />WELD W/ LOW <br />HYDROGEN <br />ELECTRODES <br />SEE SCHED <br />BELOW (TYP) <br />REBAR PERPENDICULAR TO <br />STRUCTURAL STEEL <br />LOW <br />HYDROGEN <br />ELECTRODES <br />COMPLETE <br />PENETRATION <br />REINF BAR <br />MAX <br /> 1/8" <br />CHIP OR GRIND ROOT TO <br />SOUND METAL BEFORE <br />WELDING SECOND SIDE <br />HORIZ OR VERT BAR <br />1" MIN <br />PER SCHED <br />WELD LENGTH <br />1" MIN <br />REINF BAR <br />B1 <br />B1 <br />REBAR PARALLEL TO <br />STRUCTURAL STEELA B C <br />D <br />E <br />A1 B1 <br />C1 <br />A1 <br />B1 <br />A1 <br />MIN <br /> 1/16" <br />MAX <br /> 1/8" <br />45° <br />#8 <br />#9 <br />#10 <br />5 1/2" <br />6 1/2" <br />7" <br />B1 <br />MIN <br />1" CLR <br />db/3 <br />db/3db <br />db/3 <br />db <br />BUTT WELD <br />6" MIN, STAGGER <br />OVERLAPS AT <br />ADJACENT TIES <br />CIRCULAR TIE COLUMN AND BEAM TIE ALTERNATE BEAM <br />STIRRUP <br />STANDARD <br />HOOK (TYP) <br />STAGGER 90º AND <br />135º HOOKS AT <br />ADJACENT TIES <br />90º BEND 180º BEND135º BEND <br />NOTES: <br />1. MINIMUM INSIDE BEND DIAMETER: <br />4db FOR #3 TO #5 <br />6db FOR #6 TO #8 <br />2. CONTINUOUS LONGITUDINAL BAR SHALL BE LOCATED AT INSIDE RADIUS OF ALL <br />HOOKS AND BARS. <br />db <br />db <br />4 db <br />(2 1/2" MIN) <br />MINIMUM INSIDE <br />BEND DIAMETER <br />6db(3" <br />M <br />I <br />N <br />) <br />6db OR 3" MIN (#3 TO #5) <br />12db (#6 TO #8) <br />MAX <br />45° <br />#4@12" OC <br />EDGE OF SLAB A <br />1 <br />1 <br />FIRST POUR <br />60'-0" MAX <br />SECOND POUR <br />60'-0" MAX <br />CONSTRUCTION JOINT B CONTROL JOINT <br />SAWCUT <br />CONTROL JOINT <br />NOTE: <br />SAWCUT SHALL BE PERFORMED AS SOON AS SLAB WILL ACCEPT CUT <br />WITHOUT RAVELING OR 12 HOURS AFTER POUR, WHICHEVER <br />OCCURS FIRST. <br />C <br />CURBS AND DEPRESSIONS D <br />CONC CURB <br />WHERE OCCURS <br />PER ARCH <br />SIZE, LOCATION AND <br />EXTENT OF CURBS, PER <br />ARCH DWGS <br />(WHERE OCCURS) <br /> 1'-0" <br />1' - 0" <br />2' - 6"1" COVER <br />PER PLANS <br />MIN <br />8" <br />1' - 0" 6"6" 1' - 0" <br />5" MAX <br />CLR <br />2" <br />CLR <br />3" <br />8" <br />EQEQ <br />(U <br />N <br />O <br />) <br />FINISH GRADE <br />PER CIVIL/ARCH <br />CONT #4 <br />ADDED BAR <br />CONT SHEAR KEY <br />1 1/2" DEEP <br />(4" MIN) <br />SEE ARCH <br />MIN <br />1' - 0" <br />MIN <br />1' - 0" <br />EQ EQ <br />(8" MAX) <br />SEE ARCH <br />STANDARD HOOK <br />SEE FOR BALANCE <br />OF INFO NOT SHOWN <br />NOTE: <br />SIZE, LOCATION AND EXTENT OF CURBS AND <br />DEPRESSIONS PER ARCH DWGS. <br />EQ <br />EQ <br />d/4 <br />d <br />8 <br />S1.1.2 <br />NOTES: <br />1.COORDINATE WIDTH, HEIGHT AND LOCATION OF <br />CURBS WITH ARCHITECTURAL DRAWINGS. <br />2. SLAB-ON-GRADE REINF NOT SHOWN FOR <br />CLARITY. REFER TO PLAN FOR REQUIRED <br />REINFORCING. <br />#4 @12"OC <br />(2)#4 CONT <br />PER PLAN <br />(8" MAX) <br />SEE ARCH <br />8" <br />UNO <br />4" MIN <br />EQ EQ <br />ADDED #4 <br />ROUGHEN <br />SURFACE <br />CLR <br />3" <br />EQEQ <br />LAP <br />18" MIN <br />SAWCUT AND REMOVE EXISTING <br />SLAB AS REQUIRED FOR <br />INSTALLATION OF UTILITY LINES <br />(E)SOG <br />CONCRETE SLAB SEE NOTE 5 <br />4" MIN <br />SEE NOTE 4 <br />UTILITY LINE <br />AS REQUIRED <br />NOTES: <br />1. VERIFY IN FIELD ALL (E)INFORMATION. <br />2. SAW-CUTTING SHALL BE AVOIDED NEAR ANY OF THE (E)PAD FOOTINGS, GRADE BEAMS AND CONT FOOTINGS. <br />3. WHERE REPLACEMENT OF WATERPROOFING IS REQUIRED BELOW THE SLAB ON GRADE, SAW CUT AN <br />ADDITIONAL WIDTH OF SLAB ON GRADE AS REQUIRED WITHOUT DAMAGING THE EXISTING WATERPROOFING. <br />4. BACKFILL WITH CONTROLLED COMPACTED FILL OR LEAN CONCRETE AT CONTRACTOR'S OPTION OR PER <br />RECOMMENDATIONS FROM GEOTECHNICAL REPORT IF AVAILABLE. <br />5. REBAR TO MATCH (E)SIZE AND SPACING IN BOTH DIRECTIONS (#4@18"OC MIN). HOOK BARS WHERE LAP CANNOT <br />BE ACHIEVED. INSTALL REBAR IN EPOXY ADHESIVE PER TYPICAL EPOXY DETAIL. SPECIAL INSPECTION IS NOT <br />REQUIRED UNLESS NOTED ON THE PLANS. <br />6. FOR ANY SLAB ON GRADE SAW-CUTTING THAT IS NOT SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL <br />SUBMIT SHOP DRAWINGS TO THE ARCHITECT SHOWING LOCATION, WIDTH, DEPTH AND LENGTH OF TRENCH <br />PRIOR TO CUTTING THE SLAB. SIZE OF TRENCH WILL BE AS REQ'D BY ELECTRICAL OR PLUMBING. <br />STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.) <br />3300 IRVINE AVE. SUITE 245 <br />NEWPORT BEACH, CALIFORNIA 92660 <br />T:(949)862-8500 WWW.BJSCE.COM <br />JOB#: <br />No. 6250 <br />FFOHSIB <br />RYANW. <br />REGISTEREDPROFESSIONALENGINEER <br />STRUCTURALSTATEOFCALIFORNIA <br />DATE: <br />FOR BRANDOW & JOHNSTON <br />ISSUES AND REVISIONS <br />JOB NUMBER <br />SCALE <br />PROJECT <br />TEAM <br />All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute <br />unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written <br />consent of H. Hendy Associates. <br /> 2023 H.HendyAssociatesc <br />DATE <br />240254 <br />As <br />indicated <br />04463.0000.24 <br />3080 S HARBOR BLVD <br />SANTA ANA, CA 92704 <br />DETAILS <br />S1.1.2 <br />MCGUFF <br />11/22/24 <br />RB <br />SCALE: 1" = 1'-0"S1.1.2 <br />TYPICAL HILTI CONCRETE EXPANSION ANCHOR DETAIL 2 <br />DETAIL ID: CON-HILTI-01 <br />SCALE: 1" = 1'-0"S1.1.2 <br />TYPICAL HILTI EPOXY DOWEL ANCHOR DETAIL 4 <br />DETAIL ID: CON-HILTI-03 <br />SCALE: 12" = 1'-0"S1.1.2 <br />TYPICAL WELDED REINFORCING BARS DETAILS 6 <br />DETAIL ID: CON-RBAR-02 <br />SCALE: 1" = 1'-0"S1.1.2 <br />TYPICAL REBAR STIRRUP, TIE AND HOOP BEND DETAILS 7 <br />DETAIL ID: CON-RBAR-03 <br />SCALE: 1" = 1'-0"S1.1.2 <br />TYPICAL SLAB-ON-GRADE DETAILS 12 <br />DETAIL ID: CON-SOGD-03 <br />SCALE: 1" = 1'-0"S1.1.2 <br />TYPICAL CURB-ON-GRADE DETAIL 8 <br />DETAIL ID: CON-PDCB-02 <br />SCALE: 1 1/2" = 1'-0"S1.1.2 <br />TYPICAL TRENCH AT (E) SLAB ON GRADE 14 <br />DETAIL ID: ECON-TRENCH-01 <br />NO. DESCRIPTION DATE <br />PLAN CHECK SUBMITTAL 3/17/25 <br />3/17/2025
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