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4000 <br />PSI <br />5000 <br />PSI <br />3000 <br />PSI <br />4000 <br />PSI <br />5000 <br />PSI <br />#3 22 19 17 17 15 13 29 25 23 23 20 17 <br />#4 29 25 23 22 19 17 38 33 30 29 25 23 <br />#5 36 31 28 28 24 22 47 41 37 37 32 29 <br />#6 43 37 34 33 29 26 56 49 45 43 38 34 <br />#7 63 54 49 48 42 38 82 71 64 63 55 50 <br />#8 72 62 56 55 48 43 94 81 73 72 63 56 <br />#9 81 70 63 62 54 48 106 91 82 81 71 63 <br />#10 91 79 71 70 61 54 119 103 93 91 80 71 <br />#11 101 87 78 78 67 60 132 114 102 102 88 78 <br />BA <br />R <br /> <br />S <br />I <br />Z <br />E <br />DEVELOPMENT LENGTH INCHES (ld)LAP SPLICE LENGTH INCHES <br />TOP BARS OTHER BARS TOP BARS OTHER BARS <br />3000 <br />PSI <br />4000 <br />PSI <br />5000 <br />PSI <br />3000 <br />PSI <br />4000 <br />PSI <br />5000 <br />PSI <br />3000 <br />PSI <br />NOTES: <br />1. REFER TO HOOKED REINFORCEMENT TENSION DEVELOPMENT LENGTH SCHEDULE IN CONCRETE WHEN THE <br />STRAIGHT DEVELOPMENT LENGTH IN TENSION CANNOT BE ACCOMMODATED IN THE CONCRETE SECTION. <br />2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH Fy=60 KSI AND NORMAL <br />WEIGHT CONCRETE. <br />3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST IN THE <br />MEMBER BELOW THE BARS TO BE DEVELOPED OR SPLICED. THE TOP BAR FACTOR DOES NOT APPLY TO BARS IN <br />WALLS. <br />4. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE LARGER OF ld OF THE <br />LARGER BAR AND LAP SPLICE LENGTH OF THE SMALLER BAR. <br />5. ALL TABULATED VALUES ARE MINIMUM LENGTHS, IN CASE OF CONFLICT WITH PLANS, SECTIONS, OR DETAILS, USE <br />THE LONGER LENGTH. <br />6. db = BAR DIAMETER. <br />7. ld = DEVELOPMENT LENGTH. <br />8. MULTIPLY TABULATED LENGTHS BY THE FOLLOWING FACTORS WHERE APPLICABLE. NOTE THAT FACTORS ARE <br />CUMULATIVE: (E.G. 1.33x1.50 = 2.0) <br />A. LIGHT WEIGHT CONCRETE: 1.33 <br />B. 3 BUNDLED BARS: 1.20 <br />C. 4 BUNDLED BARS: 1.33 <br />D. CLEAR SPACING LESS THAN 2db <br />AND CLEAR COVER LESS THAN db: 1.50 <br />E. EPOXY COATED BARS: 1.50 <br />9. USE MECHANICAL COUPLERS FOR #14 AND LARGER BARS. <br />10. FOR LAP SPLICES IN CONCRETE MASONRY, SEE MASONRY REINFORCEMENT DETAILS. FACE OF SUPPORT, HORIZONTAL <br />OR VERTICAL JOINT <br />DEVELOPMENT LAP SPLICE <br />db <br />db <br />db <br />DEVELOPMENT <br />LENGTH (ld) <br />DEVELOPMENT <br />LENGTH (ld) <br />LAP SPLICE LENGTH <br />0" <br /> <br /> <br />U. <br />O <br />. <br />N <br />. <br />16 <br />21 <br />26 <br />31 <br />45 <br />51 <br />57 <br />64 <br />71 <br />6000 <br />PSI <br />12 <br />16 <br />20 <br />24 <br />34 <br />39 <br />44 <br />50 <br />55 <br />6000 <br />PSI <br />20 <br />27 <br />33 <br />40 <br />58 <br />66 <br />74 <br />84 <br />93 <br />6000 <br />PSI <br />16 <br />21 <br />26 <br />31 <br />45 <br />51 <br />57 <br />64 <br />71 <br />6000 <br />PSI <br />NOTES: <br />1. SEE TYPICAL REINFORCEMENT BEND DETAIL FOR ADDITIONAL INFORMATION. <br />2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy=60 KSI) AND <br />NORMAL WEIGHT CONCRETE. <br />3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, <br />USE THE LONGER LENGTH. <br />4. db=BAR DIAMETER <br />5. ldh =TENSION DEVELOPMENT LENGTH (HOOK BARS) <br />6. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE <br />FACTORS ARE CUMULATIVE: (e.g. 1.33 x 1.20 = 1.60) <br />A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) <br />B. LIGHT WEIGHT CONCRETE: 1.33 <br />C. EPOXY COATED BARS: 1.20 <br />FACE OF SUPPORT, HORIZONTAL OR <br />VERTICAL JOINT, OR POTENTIAL CRACK LINE <br />90 DEGREE HOOK <br />180 DEGREE HOOK <br />ldh <br />ldh <br />db <br />dbBAR <br />SIZE <br />TENSION DEVELOPMENT LENGTH <br />FOR HOOKED BARS (ldh) INCHES <br />3000 PSI 4000 PSI 5000 PSI <br />#3 9 8 7 <br />#4 11 10 9 <br />#5 14 12 11 <br />#6 17 15 13 <br />#7 20 17 15 <br />#8 22 19 17 <br />#9 25 23 22 <br />#10 29 27 26 <br />#11 34 32 31 <br />6000 PSI <br />6 <br />8 <br />10 <br />12 <br />15 <br />18 <br />22 <br />26 <br />30 <br />BAR <br />SIZE <br />TENSION DEVELOPMENT LENGTH FOR <br />HEADED BARS (ldt) INCHES <br />3000 PSI 4000 PSI 5000 PSI <br />#3 7 6 6 <br />#4 9 8 7 <br />#5 11 10 9 <br />#6 14 12 11 <br />#7 16 14 12 <br />#8 18 16 14 <br />#9 20 18 16 <br />#10 22 19 17 <br />#11 25 21 19 <br />FACE OF SUPPORT, HORIZONTAL OR <br />VERTICAL JOINT, OR POTENTIAL CRACK LINE HEADED <br />TERMINATOR <br />NOTES: <br />1. Abrg > 4Ab; s > 4db <br />2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy = 60 KSI) AND <br />NORMAL WEIGHT CONCRETE. <br />3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, <br />USE THE LONGER LENGTH. <br />4. Abrg = NET BEARING AREA OF THE HEAD. <br />5. Ab = BAR AREA <br />6. db = BAR DIAMETER <br />7. ldt = TENSION DEVELOPMENT LENGTH (HEADED BARS) <br />8. s = CLEAR SPACING BETWEEN BARS <br />9. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE <br />FACTORS ARE CUMULATIVE: (e.g. 1.30 x 1.20 = 1.56) <br />A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) <br />B. EPOXY COATED BARS: 1.20 <br />10. THE HEAD IS CONSIDERED PART OF THE BAR FOR THE PURPOSE OF SATISFYING COVER REQUIREMENTS. MINIMUM <br />CLEAR COVER IS 2db. <br />11. HEADS MAY BE STAGGERED TO AVOID CONGESTION. <br />db <br />ldt <br />6000 PSI <br />6 <br />6 <br />8 <br />9 <br />11 <br />12 <br />14 <br />16 <br />17 <br />5 <br />6 <br />7 <br />8 <br />10 <br />11 <br />15 <br />17 <br />19 <br />BAR <br />SIZE <br />BEND <br />DIAMETER <br />(D) INCHES <br />180°HOOKS 90° HOOKS <br />A OR G <br />INCHES <br />J <br />INCHES <br />A OR G <br /> INCHES <br />#3 21/4 3 6 <br />#4 3 4 8 <br />#5 33/4 5 10 <br />#6 41/2 6 12 <br />#7 51/4 7 14 <br />#8 6 8 16 <br />#9 91/2 113/4 19 <br />#10 103/4 131/4 22 <br />#11 12 143/4 24 <br />1 <br />6 <br />180 DEGREE HOOK OFFSET BEND <br />90 DEGREE HOOK <br />NOTES: <br />1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. <br />2. db = BAR DIAMETER. <br />3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. <br />A OR G <br />HOOK <br />DJ <br />4db <br />(2 1/2" MIN.) <br />D <br />db <br />db 12 <br />d <br />b <br />A <br />O <br />R <br /> <br />G <br />BAR <br />SIZE <br />BEND <br />DIAMETER <br />(D) INCHES <br />90° HOOK 135° HOOKS <br />A OR G <br />INCHES <br />A OR G <br />INCHES <br />H (APPROX.) <br />INCHES <br />#3 11/2 4 41/4 3 <br />#4 2 41/2 41/2 3 <br />#5 21/2 6 51/2 33/4 <br />90 DEGREE HOOK 135 DEGREE HOOK <br />NOTES: <br />1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. <br />2. db = BAR DIAMETER. <br />3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. <br />A OR G <br />A <br />O <br />R <br /> <br />G <br />D <br />D <br />H <br />db <br />db <br />6d <br />(2 1/2" MIN.) <br />D <br />6db(3" MIN.) <br />"T <br />" <br />3/4 " <br />MIN. <br />REINF. PER PLAN <br />NOTES : <br />1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. <br />2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. <br />SUBGRADE PER <br />GEOTECH REPORT <br />NO REINFORCEMENT <br />THROUGH JOINT <br />PERMANENT 24 GAUGE <br />GALVANIZED PREFORMED JOINT <br />STRIP (SCREED KEY JOINT) <br />VAPOR RETARDER <br />PER PLAN OR <br />SPECIFICATIONS <br />TOOLED EDGES, TYP. <br />6" <br />3/4" <br />"T <br />" <br />SE <br />E <br />SC <br />H <br />E <br />D <br />. <br />CL <br />R <br />. <br />SE <br />E <br />SC <br />H <br />E <br />D <br />. <br />TOOLED JOINT. FILLED WHERE REQUIRED <br />NOTES: <br />1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. USE MINIMUM <br />JOINT WIDTH OF 3/16" FOR JOINTS TO BE FILLED. <br />2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. <br />3. LOCATE CONTROL JOINTS ON A RECTANGULAR GRID, SPACED PER SCHEDULE. <br />SUBMIT JOINT DETAIL AND LAYOUT TO ARCHITECT FOR REVIEW. <br />4. ALTERNATIVE: MAKE SAWCUT JOINTS WITHIN 4 TO 8 HOURS AFTER CONCRETE <br />PLACEMENT. PROPER TIMING IS DICTATED BY THE RATE OF HARDENING OF THE <br />CONCRETE. <br />SLAB <br />THICKNESS, "T" <br />(IN.) <br />JOINT DEPTH <br />(IN.) <br />CLEARANCE TO <br />TOP OF REINF. <br />(IN.) <br />MAX. JOINT <br />SPACING (FT.) <br />4" 1"11/2"12' <br />5"11/4"2"15' <br />6"11/2" 21/2"18' <br />REINF. PER PLAN <br />SUBGRADE PER <br />GEOTECH REPORT <br />VAPOR RETARDER <br />PER PLAN OR <br />SPECIFICATIONS <br />6" <br />1 1/ <br />2 <br />" <br />2 5/ <br />8 <br />" <br />Plan Check Number: <br />Project Number: <br />20 <br />2 <br />2 <br /> <br />R <br />Y <br />+ <br />A <br />O <br />, <br /> <br />L <br />L <br />P <br />Th <br />e <br />s <br />e <br /> <br />p <br />l <br />a <br />n <br />s <br /> <br />a <br />r <br />e <br /> <br />c <br />o <br />p <br />y <br />r <br />i <br />g <br />h <br />t <br /> <br />p <br />r <br />o <br />t <br />e <br />c <br />t <br />e <br />d <br />. <br /> <br /> <br />U <br />n <br />d <br />e <br />r <br /> <br />s <br />u <br />c <br />h <br /> <br />p <br />r <br />ot <br />e <br />c <br />t <br />i <br />o <br />n <br /> <br />u <br />n <br />a <br />u <br />t <br />h <br />o <br />r <br />i <br />z <br />e <br />d <br /> <br />u <br />s <br />e <br /> <br />i <br />s <br /> <br />n <br />o <br />t <br /> <br />p <br />e <br />r <br />m <br />i <br />t <br />t <br />e <br />d <br />. <br /> <br />T <br />h <br />e <br />s <br />e <br /> <br />p <br />la <br />n <br />s <br /> <br />s <br />h <br />a <br />l <br />l <br /> <br />n <br />o <br />t <br /> <br />b <br />e <br /> <br />r <br />e <br />p <br />r <br />o <br />d <br />u <br />c <br />e <br />d <br /> <br />o <br />r <br /> <br />u <br />s <br />e <br />d <br /> <br />w <br />i <br />t <br />h <br />o <br />u <br />t <br /> <br />w <br />r <br />i <br />t <br />t <br />e <br />n <br />p <br />e <br />r <br />m <br />i <br />s <br />s <br />i <br />o <br />n <br /> <br />b <br />y <br /> <br />A <br />r <br />c <br />h <br />i <br />t <br />e <br />c <br />t <br />s <br /> <br />O <br />r <br />a <br />n <br />g <br />e <br />. <br />c <br />SEAL <br />CONSULTANT <br />Dr <br />a <br />w <br />i <br />n <br />g <br /> <br />F <br />i <br />l <br />e <br /> <br />N <br />a <br />m <br />e <br />: <br />Sh <br />e <br />e <br />t <br /> <br />P <br />l <br />o <br />t <br />t <br />e <br />d <br />: <br />S H E E T <br />-- <br />731 South Highway 101, Suite 1M, <br />Solana Beach, CA 92075 <br />(714) 639-9860 <br />ry-aoarchitects.com <br />C: <br />\ <br />U <br />s <br />e <br />r <br />s <br />\ <br />g <br />v <br />o <br />s <br />s <br />\ <br />D <br />o <br />c <br />u <br />m <br />e <br />n <br />t <br />s <br />\ <br />B <br />L <br />D <br />C <br /> <br />s <br />g <br />h <br />_ <br />S <br />E <br /> <br />R <br />E <br />V <br />I <br />T <br /> <br />C <br />E <br />N <br />T <br />R <br />A <br />L <br />_ <br />V2 <br />0 <br />2 <br />3 <br />_ <br />g <br />v <br />o <br />s <br />s <br />@ <br />s <br />g <br />h <br />. <br />c <br />o <br />m <br />. <br />r <br />v <br />t <br />10 <br />/ <br />2 <br />5 <br />/ <br />2 <br />0 <br />2 <br />4 <br /> <br />4 <br />: <br />1 <br />8 <br />: <br />2 <br />9 <br /> <br />P <br />M <br />TY <br />P <br />I <br />C <br />A <br />L <br /> <br />C <br />O <br />N <br />C <br />R <br />E <br />T <br />E <br /> <br />D <br />E <br />T <br />A <br />I <br />L <br />S <br />238143.00-BLDC <br />8631 RUSH STREET <br />ROSEMEAD, CA 91770 <br />626-302-3687 <br />SOUTHERN CALIFORNIA EDISON <br />SC <br />E <br /> <br />- <br /> <br />S <br />a <br />n <br />t <br />a <br /> <br />A <br />n <br />a <br /> <br />B <br />l <br />d <br />g <br /> <br />C <br /> <br />V <br />o <br />l <br />u <br />n <br />t <br />a <br />r <br />y <br />Se <br />i <br />s <br />m <br />i <br />c <br /> <br />R <br />e <br />t <br />r <br />o <br />f <br />i <br />t <br />13 <br />2 <br />7 <br /> <br />S <br />. <br /> <br />G <br />R <br />A <br />N <br />D <br /> <br />A <br />V <br />E <br />N <br />U <br />E <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />5 <br />101119260 <br />S0.10 <br />2024-01-24 Issue for Plan Check <br />2024-06-11 Re-Issue for Plan Check <br />2024-10-25 RTU Anchorage Added <br />NTS1STRAIGHT REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE FOR CONCRETE <br />NTS4HOOKED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE <br />NTS9HEADED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE <br />NTS14TYPICAL REINFORCEMENT BENDS FOR CONCRETE AND MASONRY <br />NTS19TYPICAL TIE AND STIRRUP HOOKS FOR CONCRETE AND MASONRY <br />NTS <br />TYPICAL SLAB ON GRADE <br />CONSTRUCTION JOINT18 <br />NTS <br />TYPICAL SLAB ON GRADE CONTROL <br />JOINT13 <br />2024-10-25 2 RTU Anchorage Added <br />2 <br />2 <br />1327 S Grand Ave <br />12/12/2024