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FOR STRAIGHT BAR EMBEDMENT USE DEVELOPMENT LENGTH Ld FACE OF CONCRETE FACE OF CONC OR CONSTRUCTION JOINT TYPICAL EMBEDMENT DETAILS (3" CLR AT BOT OF FTG) 2" CLR (3" CLR AT BOT OF FTG) 2" CLR 1 6 MIN SLOPE TYPICAL OFFSET BEND (UNO) LAP SPLICE LENGTH PER SCHEDULE TYPICAL LAP SPLICE DETAIL FACE OF CONCRETE OFFSET BEND WHERE OCCURS/ REQUIRED CONTACT LAP SPLICE NON-CONTACT LAP SPLICE db db Lst 1d b MI N Lst /5 O R 6 " M A X 4db (2 1/2" MIN) 12 d b db db REINF CLEAR COVER AND CLEAR SPACING SPACING CLEARDIM "a" DI M " b " CLEAR COVER= LEAST OF DIM "a" & DIM "b" MINIMUM INSIDE BEND DIAMETER: 6db (3# THRU 8#) 8db (9# THRU 11#) 10db (14# THRU 18#) PE R G E N E R A L N O T E S SP E C I F I E D C L E A R C O V E R (3" CLR AT BOT OF FTG) 2" CLR Ld Ldh Ldt STRAIGHT BAR DEVELOPMENT LENGTH (Ld) SCHEDULE (IN) LONGITUDINAL REINFORCEMENT GRADE LONGITUDINAL REINFORCEMENT CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c) SIZE DIAMETER 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI GRADE 60 (60 KSI) #6 0.750 #7 0.875 #8 1.000 #9 1.128 #10 1.270 #11 1.410 DEVELOPMENT LENGTH SCHEDULE NOTES: 1. THIS SCHEDULE IS BASED ON DEVELOPMENT LENGTH FOR 1.0 x REINFORCEMENT YIELD STRENGTH NOT CONSIDERING THE EFFECT OF CONFINING REINFORCEMENT. 2. FOR HOOKED BARS AND HEADED DEFORMED BARS, CONDITION NOTED IN TABLE FOR SIDE COVER ALSO APPLIES TO HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER NORMAL TO PLANE OF HOOK ≥2.5 INCHES. 3. FOR HOOKED BARS AND HEADED DEFORMED BARS, WHERE SIDE COVER NORMAL TO PLANE OF HOOK IS LESS THAN 6 db OR WHERE HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER NORMAL TO PLANE OF HOOK IS LESS THAN 2.5 INCHES, MULTIPLY THE TABULATED DEVELOPMENT LENGTH BY 1.25. 4. HOOKED OR HEADED DEFORMED BAR MAY BE USED WHERE STRAIGHT DEVELOPMENT CAN NOT BE ACHIEVED. 5. db IS NOMINAL DIAMETER OF REINFORCEMENT. 6. FOR LIGHT-WEIGHT CONCRETE, MULTIPLY TABULATED DEVELOPMENT LENGTH FOR STRAIGHT DEVELOPMENT LENGTH AND STANDARD HOOKED LENGTH BY 1.33. 7. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT. 8. THESE TABLES DO NOT APPLY TO SPECIAL REINFORCED CONCRETE SHEAR WALLS. 9. TOP BARS AS NOTED IN THE SCHEDULE REFERS TO HORIZONTAL REINFORCING WITH MORE THAN 12" OF CONCRETE PLACED BELOW REINFORCING BAR. 10. HEADED DEFORMED BARS SHALL BE HRC 555 (ICC ESR-2935) OR APPROVED EQUIVALENT. #5 0.625 STANDARD HOOK (90° OR 180°) DEVELOPMENT LENGTH (Ldh) SCHEDULES (IN) LONGITUDINAL REINFORCEMENT GRADE LONGITUDINAL REINFORCEMENT CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c) SIZE DIAMETER 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI GRADE 60 (60 KSI) #6 0.750 #7 0.875 #8 1.000 #9 1.128 #10 1.270 #11 1.410 HEADED DEFORMED BAR DEVELOPMENT LENGTH (Ldt) SCHEDULE (IN) LONGITUDINAL REINFORCEMENT GRADE LONGITUDINAL REINFORCEMENT CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c) SIZE DIAMETER 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI GRADE 60 (60 KSI) #6 0.750 #7 0.875 #8 1.000 #9 1.128 #10 1.270 #11 1.410 #5#5 0.625 0.625 REINFORCEMENT CLEAR SPACING ≥5db AND REINFORCEMENT CLEAR COVER ≥2.5db 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI TOP BARS OTHER BARS 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI CONCRETE STRENGTH (f'c) 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI TOP BARS TOP BARSOTHER BARS OTHER BARS REINFORCEMENT CLEAR SPACING ≥3.0db AND REINFORCEMENT CLEAR COVER ≥1.4db db ≤REINFORCEMENT CLEAR SPACING < 3.0db OR SPECIFIED CLEAR COVER ≤REINFORCEMENT CLEAR COVER < 1.4db LAP SPLICE (Lst) SCHEDULE (IN) LONGITUDINAL REINFORCEMENT GRADE LONGITUDINAL REINFORCEMENT CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c) SIZE DIAMETER 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI GRADE 60 (60 KSI) #6 0.750 #7 0.875 #8 1.000 #9 1.128 #10 1.270 #11 1.410 #5 0.625 REINFORCEMENT CLEAR SPACING ≥5db AND REINFORCEMENT CLEAR COVER ≥2.5db 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI TOP BARS OTHER BARS 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI CONCRETE STRENGTH (f'c) 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI 3,000 PSI 4,000 PSI 5,000 PSI 6,000 PSI 7,000 PSI 8,000 PSI TOP BARS TOP BARSOTHER BARS OTHER BARS REINFORCEMENT CLEAR SPACING ≥2.5db AND REINFORCEMENT CLEAR COVER ≥1.25db db ≤REINFORCEMENT CLEAR SPACING < 2.5db OR REINFORCEMENT CLEAR COVER < 1.25db CENTER-TO-CENTER SPACING OF HOOKED BAR < 6db ; AND, SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db (SEE NOTES 3 & 4) CENTER-TO-CENTER SPACING OF HOOKED BAR ≥6db ; AND, SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db (SEE NOTES 3 & 4) CENTER-TO-CENTER SPACING OF 5db ≤HEADED DEFORMED BAR < 6db ; AND, SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db (SEE NOTES 3 & 4) CENTER-TO-CENTER SPACING OF HEADED DEFORMED BAR ≥6db ; AND, SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db (SEE NOTES 3 & 4) LAP SPLICE SCHEDULE NOTES: 1. THIS SCHEDULE IS BASED ON LAP SPLICE FOR 1.0 x REINFORCEMENT YIELD STRENGTH NOT CONSIDERING THE EFFECT OF CONFINING REINFORCEMENT. 2. REINFORCEMENT CLEAR COVER FOR STRAIGHT BAR DEVELOPM ENT IS BASED ON THE SMALLER VALUE ON BOTH SIDES. 3. FOR HOOKED BARS AND HEADED DEFORMED BARS, CONDITION NOTED IN TABLE ABOVE FOR SIDE COVER ALSO APPLIES TO HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER NORMAL TO PLANE OF HOOK ≥2.5 INCHES. 4. FOR HOOKED BARS AND HEADED DEFORMED BARS, WHERE SIDE COVER NORMAL TO PLANE OF HOOK IS LESS THAN 6 db OR WHERE HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER NORMAL TO PLANE OF HOOK IS LESS THAN 2.5 INCHES, MULTIPLY THE TABULATED DEVELOPMENT LENGTH BY 1.25. 5. MECHANICAL SPLICE TYPE 2 MAY BE USED IN LIEU OF STRAIGHT LAP SPLICE BARS. MECHANICAL SPLICES SHALL BE nVENT (IAMPO ER-0129) OR APPROVED EQUIVALENT AND SHALL COMPLY WITH REQUIREMENTS OF ACI 318. 6. db IS NOMINAL DIAMETER OF REINFORCEMENT. 7. FOR LIGHT-WEIGHT CONCRETE, MULTIPLY TABULATED DEVELOPMENT LENGTH FOR STRAIGHT DEVELOPMENT LENGTH AND STANDARD HOOKED LENGTH BY 1.33. 8. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT. 9. THESE TABLES DO NOT APPLY TO SPECIAL REINFORCED CON CRETE SHEAR WALLS. 10. TOP BARS AS NOTED IN THE SCHEDULE REFERS TO HORIZONTAL REINFORCING WITH MORE THAN 12" OF CONCRETE PLACED BELOW REINFORCING BAR. 11. WHERE BARS OF DIFFERENT SIZES ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF THE DEVELOPMENT LENGTH OF THE LARGER BAR AND THE LAP SPLICE LENGTH OF THE SMALLER BAR. 12. LAP SPLICES SHALL NOT BE USED FOR BARS LARGER THAN #11. 13. LAP SPLICES OF BARS IN A BUNDLE SHALL BE BASED ON THE LAP SPLICE LENGTH REQUIRED FOR INDIVIDUAL BARS WITHIN A BUNDLE. INCREASE 20 PERCENT FOR THREE-BAR BUNDLE, AND 33 PERCENT FOR FOUR-BAR BUNDLE. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. ENTIRE BUNDLES SHALL NOT BE LAP SPLICED. #4 #4 #4 #4 0.500 22 26 38 43 49 55 18 61 19 23 33 37 42 47 15 53 17 20 29 34 38 43 14 47 16 19 27 31 35 39 13 43 14 17 25 28 32 36 12 40 14 16 23 27 30 34 12 37 17 20 29 33 38 42 14 47 15 18 25 29 33 37 12 41 16 23 26 29 33 36 14 21 24 27 30 33 14 19 22 25 28 31 14 18 21 23 26 29 31 37 54 62 69 78 25 87 27 32 47 53 60 68 22 75 24 29 42 48 54 61 19 67 22 26 38 44 49 55 18 61 20 24 35 40 46 51 16 57 19 23 33 38 43 48 15 53 24 29 42 47 53 60 19 67 21 25 36 41 46 52 17 58 19 22 32 37 42 47 15 52 17 20 30 34 38 43 14 47 16 19 27 31 35 40 13 44 15 18 26 29 33 37 12 41 54 65 94 107 121 136 43 151 47 56 81 93 105 118 37 131 42 50 73 83 94 106 34 117 38 46 67 76 86 96 31 107 35 42 62 70 79 89 28 99 33 40 58 66 74 84 27 93 33 42 50 72 83 93 116 36 43 63 72 81 91 29 101 32 39 56 64 72 81 26 90 30 35 51 59 66 74 24 82 27 33 48 54 61 69 22 76 26 31 45 51 57 64 21 71 12 12 12 12 13 12 12 12 105 0.500 28 34 49 56 63 71 23 79 25 29 43 49 55 62 20 68 22 26 38 44 49 55 18 61 20 24 35 40 45 50 16 56 19 22 32 37 42 47 16 52 18 21 30 35 39 44 16 48 22 26 38 43 49 55 18 61 19 23 33 37 42 47 16 53 20 29 34 38 43 47 19 27 31 35 39 43 17 25 28 32 36 40 16 23 27 30 34 37 40 48 70 80 90 101 32 112 35 42 61 69 78 88 28 97 31 37 54 62 70 79 25 87 29 34 50 57 64 72 23 80 26 32 46 52 59 66 21 74 25 30 43 49 55 62 20 69 31 37 54 62 69 78 25 87 27 32 47 53 60 68 22 75 24 29 42 48 54 61 19 67 22 26 38 44 49 55 18 61 20 24 35 40 46 51 16 57 19 23 33 38 43 48 16 53 70 84 122 139 157 177 56 196 61 73 106 121 136 153 49 170 54 65 95 108 122 137 44 152 50 59 86 99 111 125 40 139 46 55 80 91 103 116 37 129 43 52 75 86 96 108 35 120 43 54 65 94 107 121 151 47 56 81 93 105 118 37 131 42 50 73 83 94 106 34 117 38 46 67 76 86 96 31 107 35 42 62 70 79 89 28 99 33 40 58 66 74 84 27 93 16 16 16 16 17 16 16 16 136 0.500 13 17 21 26 31 37 10 43 12 16 20 24 29 35 9 41 12 15 19 24 28 33 9 39 12 15 19 23 27 33 8 38 11 14 18 21 25 30 8 35 10 13 16 20 24 28 7 33 8 11 14 16 20 23 6 27 8 10 13 15 18 22 6 26 10 12 15 18 21 25 10 12 15 17 21 24 9 11 14 16 19 22 8 10 13 15 18 21 6 6 6 6 8 7 7 7 0.500 10 13 16 19 23 27 7 32 9 12 15 18 22 26 7 30 9 11 14 17 21 25 6 29 9 11 14 17 20 24 6 28 8 10 13 16 19 22 6 26 8 10 12 15 18 21 6 24 8 10 12 14 17 20 8 9 11 14 16 19 7 9 11 13 16 18 7 9 11 13 15 18 7 8 10 12 14 17 6 8 9 11 13 15 6 6 6 6 6 6 6 6 6 6 6 6 STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.) 3300 IRVINE AVE. SUITE 245 NEWPORT BEACH, CALIFORNIA 92660 T:(949)862-8500 WWW.BJSCE.COM JOB#: No. 6250 FFOHSIB RYANW. REGISTEREDPROFESSIONALENGINEER STRUCTURALSTATEOFCALIFORNIA DATE: FOR BRANDOW & JOHNSTON ISSUES AND REVISIONS JOB NUMBER SCALE PROJECT TEAM All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written consent of H. Hendy Associates. 2023 H.HendyAssociatesc DATE 240254 As indicated 04463.0000.24 3080 S HARBOR BLVD SANTA ANA, CA 92704 TYPICAL CONCRETE DETAILS S1.1.1 MCGUFF 01/02/25 SCALE: 1" = 1'-0"S1.1.1 TYPICAL REINFORCEMENT DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULES 1 DETAIL ID: CON-RBAR-01 NO. DESCRIPTION DATE PLAN CHECK SUBMITTAL 3/17/25 3/17/2025