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1 ■ 2 ■ 3 ■ 4 ■ 5 ■ 6 ■ 7 ■ 8 ■ 9 ■ 10 ■ 11 ■ 12 ■ 13 ■ 14 ■ 15 SAFE LOAD TABLES FOR GRAVITY, UPLIFT AND LATERAL LOADS 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS ■ 16 ■ 17 ■ 18 ■ 19 ■ 20 AST- �rTRTE GRAVITY TYPE LENGTH 8U8 8F8-OB 8F12-0B 8F16-OB 8F20-OB 8F24-OB 8F28-OB 8F32-OB 8F8-1 B' 8F12-1 B ' $F16-1 B 8F20-1 B $F24-1 B $F28,1 B 8f32-1 B 2'-10" (34") PRECAST 2231 3069 4605 6113 7547 8974 10394 11809 3069 4605 6113 7547 8974 10394 11809 3'-6" (42") PRECAST 2231 3069 3719 5163 6607 8054 9502 10951 3069 - 4605 6113 7547 8974 10394 11809 4'-0" (48") PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 2693` 4605 6113 7547 8974 10394 11809 4'-6" (54") PRECAST 1599 1969 2110 2931 3753 4576 5400 6224 2189 4375 6113 7547 (7) 8672 10294 11809 5'-4" (64") PRECAST 1217 1349 1438 1999 2560 3123 3686 4249 1663 3090 5366 7547 (36) 7342 (19) 8733 (19) 1012709) 5'-10" (70") PRECAST 1062 1105 1173 1631 2090 2549 3009 3470 4451 2622 4360 7168 (45) 6036 (19) 7181 (1s) 8328 (2o) 6'-6" (78") PRECAST 908 1238 2177 3480 3031 3707 4383 5061 1238 2177 3480 5381 8360 10394(37) 8825 (14) 7'-6" (90") PRECAST 743 1011 1729 2632 2205 2698 3191 3685 1011 1729 ' ' 2661 3898 5681 8467(,4) 6472 (1s) 9'-4" (112") PRECAST 554 699 1160 1625 2564 3486 2818 3302 752 1245 1843 2564 3486 4705 (37) 6390 (47) 10'-6" (126") PRECAST 475 535 890 1247 2093 2777 2163 2536 643 1052 1533 2093 2781 3643 (3a) 4754 (a5) 11'-4" (136") PRECAST 362 582 945 1366 1846 2423 3127 4006 582 945 1366 1846 2423 3127 4006 12'-0" (144") PRECAST 337 540 873 1254 1684 2193 2805 3552 540 873 1254 1684 2193 2805 3552 AST- RETE`z 4 UPLIFT LATERAL TYPE LENGTH 8F8-1T 8F12-1T 8F16-1T 8F20-1T 8F24-1T 8F28-1T 8F32-1T $U$ $F$ REINF. CMU** 8F8-2T 8F12-2T 8F16-2T 8F20-2T 8F24 2T 8F28-2,T 8F32-2T 2'-10" (34") PRECAST 1972 3173 4460 5747 7034 8321 9608 1293 1642 2135 1972 3173 4460 5747 ' 7034 8321 9608 3'-6° (42°) PRECAST 1569 2524 3547 4569 5591 6613 7636 1025 1024 1830 1569 2524 3547 4569 5591 6613 7636-` 4'-0" (48") PRECAST 1363 2192 3079 3966 4853 5740 6627 765 763 1365 1363 2192 3079 3966 4853 5740 6627 4'-6" (54") PRECAST 1207 1940 2724 3508 42-92 5077 5861 592 591 1057 1207 1940° 2724 3508 4292 5077 5861 514" (64") PRECAST 1016 1632 2290 2949 3607 4265 4924 411 411 734 1016 1632 2290 2949 3607 4265 4924 5'-10" (70") PRECAST 909 1492 2093 2694 3295 3897 4498 340 339 607 sos 1492 2093 2694 3295 3897 4498 6'-6" (78") PRECAST 835(12) 1340 1880 2419 2959 3498 4038 507 721 483 835 1340 1880 2419 2959 3498 4038 7'-6" (90") PRECAST 727 (23) 1021 1634 (12) 2102 (11) 2571 (1o) 3039 (1o) 3508 (9) 424 534 357 727 1166 1634 2102 2571 3039 3508 9'-4" (112") PRECAST 591 680 1133 (15) 1471 (15) 1811 (15) 2152 (16) 2494 (15) 326 512 227 591 851 1326 1705 2084 2463 2842 10'-6" (126") PRECAST 530 552 914 (15) 1185 (15) 1458 (15) 1732 (15) 2007 (15) 284 401 178 530 686 1183 1526 1865 2204 2544 11'-4" (136") PRECAST 474 485 798 (15) 1034 (15) 1272 (15) 1510 (15) 1749 (15) 260 452 152 494 599 1028 1422 1738 2053 2369 12'-0" (144") PRECAST 470 (9) 441 723 (14) 936 (14) 1151 (15) 1366 (16) 1582 (1s) 217 402 135 470 543 928 1349 1649 1 1948 2247 MATERIALS: SAFE LOAD TABLE NOTES: 1. 8" PRECAST LINTELS fc = 3500 PSI. 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED 2. 8" PRESTRESSED, 6" AND 12" PRECAST LINTELS MUST BE REDUCED BY 20% IF BEARING LINTELS fc = 6000 PSI LENGTH IS LESS THAN 6-1/2". 3. 4" PRECAST LINTELS fc = 3000 PSI 2. N.R. = NOT RATED. 4. GROUT PER ASTM C476 fg = 3000 PSI WITH 3. SAFE LOADS ARE SUPERIMPOSED ALLOWABLE LOAD. MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP 4. SAFE LOADS BASED ON GRADE 40 OR GRADE 60 FIELD REBAR. 5. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 WITH MINIMUM NET AREA COMPRESSIVE 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE STRENGTH = 1900 PSI OBTAINED BY THE DESIGNER BY PROVIDING ADDITIONAL REINFORCED MASONRY ABOVE THE 6. REBAR PER ASTM A615 GRADE 60 PRECAST LINTEL. SEE REINFORCED CMU. 7. PRESTRESSING STRAND PER ASTM A416 6. (1) #7 REBAR MAY BE SUBSTITUTED FOR (2) #5 GRADE 270 LOW RELAXATION REBARS IN 8" LINTELS ONLY. 8. 7/32" WIRE PER ASTM A510 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY 9. MORTAR PER ASTM C270 TYPE M OR S CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D-AWAY FROM THE FACE OF GENERAL NOTES: SUPPORT. 1. PROVIDE FULL MORTAR HEAD AND BED JOINTS 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HEIGHT. 2. SHORE FILLED LINTELS AS REQUIRED 9. FOR LINTEL LENGTHS NOT SHOWN, USE SAFE LOAD 3. INSTALLATION OF LINTEL MUST COMPLY WITH FROM THE NEXT LONGEST LENGTH SHOWN. ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS. 10. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR 4. U-LINTELS ARE MANUFACTURED WITH 5-1/2" LG FOOT (PLF). NOTCHES AT ENDS TO ACCOMODATE VERTICAL CELL REINFORCING AND GROUTING. 11. ALL SAFE LOADS BASED ON SIMPLY SUPPORTED SPAN. 5. ALL LINTELS MEET OR EXCEED U360 VERTICAL DEFLECTION, EXCEPT LINTELS 17'-4" AND LONGER 12. THE NUMBER IN THE PARENTHESIS INDICATES THE WITH A NOMINAL HEIGHT OF 8" MEET OR EXCEED PERCENT REDUCTION FOR GRADE 40 FIELD ADDED U180. REBAR. 6. BOTTOM FIELD ADDED REBAR TO BE LOCATED AT EXAMPLE: THE BOTTOM OF LINTEL CAVITY. T-6" LINTEL TYPE 8F32-1 B SAFE GRAVITY LOAD = 6472 11R1 INITH 1R0/ PPr)I Ir-TIONI => RA791 RR1 = RRM PI F (X) = SEE SAFE LOAD TABLE NOTE #12 (X) = SEE SAFE LOAD TABLE NOTE #12 ** = SEE SAFE LOAD TABLE NOTE #5 7. 7/32" DIAMETER WIRE STIRRUPS ARE WELDED TO THE BOTTOM STEEL. 8. CAST -IN -PLACE CONCRETE MAY BE PROVIDED IN COMPOSITE LINTEL IN LIEU OF CONCRETE 7 5/8" ACTUAL 8" MASONRY MASONRY UNITS. 9. SAFE LOAD RATINGS BASED ON RATIONAL DESIGN • 7 5/8" ACTUAL #5 VERT WALL REINF ANALYSIS PER ACI 318 AND ACI 530 " • - - " 8-8UL 8-8SL 8" MASONRY AT 48" O.C. U.N.O. 8-12SL 8-16SL 8-20SL 8-24SL 10. PRODUCT APPROVALS: MIAMI-DADE COUNTY 7 5/8" ACTUAL FLORIDA NOS. 08-0320.09 AND 06-0222.01. FLORIDA #5 VERT WALL REINF CERTIFICATE OF PRODUCT APPROVAL NO. FL158. PC LINTEL TYPES AT4$8" MASONRY O.C. U.N.O._-N 14 11. THE EXTERIOR SURFACE OF LINTELS INSTALLED IN (1) #5 CONT MID EXTERIOR CONCRETE MASONRY WALLS SHALL ~ HAVE A COATING OF STUCCO APPLIED IN q. GROUTED SOLID I- GROUTED SOLID C0 GROUTED SOLID ACCORDANCE WITH ASTM C-926 OR OTHER F = FILLED WITH GROUT QTY OF #6 REBAR U -UNFILLED AT BOTTOM OF m m N ' _ APPROVED COATING. LINTEL CAVITY `U o N U °� N ° U_ 04 U 12. LINTELS LOADED SIMULTANEOUSLY WITH VERTICAL 00 N N N (GRAVITY OR UPLIFT) AND HORIZONTAL (LATERAL) 8F16-1 B/1 T00 LOADS SHOULD BE CHECKED FOR THE COMBINED (1) #5 CONT (1) #5 CONT (1) #5 CONT LOADING WITH THE FOLLOWING EQUATION: U-SHAPED PRECAST U-SHAPED PRECAST U-SHAPED PRECAST APPLIED VERTICAL LOAD + APPLIED HORIZONTAL LOAD < 1.0 NOMINAL WIDTH QTY OF #6 REBAR SAFE VERTICAL LOAD SAFE HORIZONTAL LOAD AT TOP CONC. LINTEL. SEE LOAD CONC. LINTEL. SEE LOAD CONC. LINTEL. SEE LOAD NOMINAL HEIGHT TYPE: L1 TABLE THIS SHEET TYPE: L2 TABLE THIS SHEET TYPE: L3 TABLE THIS SHEET 8F16-1 B 8F16-1 B/1T 8F24-1 WIT #6 REBAR AT TOP CLEAR OPENING < 4'-0" (U.N.O.) CLEAR OPENING < 6'-8" (U.N.O.) CLEAR OPENING < 11%4" (U.N.O.) MIN (1) REQ'D NOTE: NOTE: NOTE: 1- SHORE PRECAST LINTEL PER SHORE PRECAST LINTEL PER SHORE PRECAST LINTEL PER J --- - GROUT MANUFACTURER MANUFACTURER MANUFACTURER Ei U RECOMMENDATIONS RECOMMENDATIONS RECOMMENDATIONS Q ¢ C.M.U. _ z #6 REBAR AT BOTTOM OF LINTEL LO ' ° CAVITY z TYPICAL PRECAST CONCRETE LINTEL SCHEDULE � CO BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) 7-5/8" ACTUAL 8" NOMINAL WIDTH LINTEL DESIGNATION TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS FOR UNCOATED BARS (ACI 318, INCH -POUND VALUES) LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) 3000 PSI 4000 PSI 5000 PSI 6000 PSI 7000 PSI 8000 PSI AND 9000 PS BAR LAP SIZE CLASS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 A 22 32 17 25 19 28 15 22 17 25 13 19 15 23 12 18 14 21 12 16 13 20 12 15 B 28 42 22 32 24 36 19 28 22 33 17 25 20 30 15 23 18 28 14 21 17 26 13 20 #4 A 29 43 22 33 25 37 19 29 22 33 17 26 20 31 16 24 19 28 15 22 18 26 14 20 B 37 56 29 43 32 48 25 37 29 43 22 33 26 40 20 31 25 37 19 28 23 34 18 26 #5 A 36 54 28 41 31 47 24 36 28 42 22 32 25 38 20 29 24 35 18 27 22 33 17 25 B 47 70 36 54 40 60 31 47 36 54 28 42 33 49 25 38 31 46 24 35 29 43 22 33 #6 A 43 64 33 50 37 56 29 43 33 50 26 38 31 46 24 35 28 42 22 33 26 40 20 30 B 56 84 43 64 48 72 37 56 43 65 33 50 40 59 31 46 37 55 28 42 34 51 26 40 #7 A 63 94 48 72 54 81 42 63 49 73 37 56 44 66 34 51 41 61 32 47 38 58 30 44 B 81 122 63 94 70 106 54 81 63 94 49 73 58 86 44 66 53 80 41 61 50 75 38 58 #8 A 72 107 55 82 62 93 48 71 55 63 43 64 51 76 39 58 47 70 36 54 44 66 34 51 B 93 139 72 107 80 121 62 93 72 108 55 83 66 98 51 76 61 91 47 70 57 85 44 66 #9 A 81 121 62 93 70 105 54 81 63 94 48 72 57 85 44 66 53 79 41 61 49 74 38 57 B 105 157 81 121 91 136 70 105 81 122 63 94 74 111 57 85 69 103 53 79 64 96 49 74 #10 A 91 136 70 105 79 118 61 91 70 105 54 81 64 96 49 74 59 89 46 69 56 83 43 64 B 118 177 91 136 102 153 79 118 91 137 70 105 83 125 64 96 77 116 59 89 72 108 56 83 #11 A 101 151 76 116 87 131 67 101 76 117 60 90 71 107 55 82 66 99 51 76 62 93 48 71 B 131 196 101 151 113 170 87 131 101 152 78 117 93 139 71 107 86 128 66 99 80 120 62 93 #14 N/A 121 161 93 139 105 157 81 121 94 140 72 108 86 128 68 99 79 119 61 91 74 111 57 85 #18 N/A 161 241 124-T 186 139 209 107 161 125 187 96 144 114 171 88 131 106 158 81 122 99 148 76 1 114 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS ARE CALCULATED PER ACI 318-05, SECTION 12.2.2 AND 12.15, RESPECTIVELY. TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE REINFORCEMENT AND CONCRETE COVER MEETING MINIMUM CODE REQUIREMENTS. 3. CASES 1 AND 2, WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT, CONCRETE COVER AND THE CENTER -TO -CENTER SPACING OF THE BARS, ARE DEFINED AS: BEAMS AND COLUMNS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C-C SPACING AT LEAST 2.0 (db) B) CASE 2: COVER LESS THAN 1.0 (db) OR C-C SPACING LESS THAN 2.0 (db) ALL OTHERS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C-C SPACING AT LEAST 3.0 (db) B) CASE 2: COVER AT LEAST 1.0 (db) OR C-C SPACING LESS THAN 3.0 (db) 4. LAP SPLICE LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS: CLASS A = 1.0 (Id) AND CLASS B = 1.3 (Id) (ACI 318-05, SECTION 12.15.1). 5. ACI 318-05 DOES NOT ALLOW TENSION LAP SPLICES OF #14 OR #18 BARS. THE TABULATED VALUES FOR THOSE BAR SIZES ARE THE TENSION DEVELOPMENT LENGTHS. 6. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 IN. OF CONCRETE CAST BELOW BARS. 7. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. CONCRETE BEAM SCHEDULE REINFORCING MARK SIZE STIRRUPS REMARKS TOP MIDDLE BOTTOM CB1 8" x 24" (2) #5 (2) #5 (1) E.F. AT MID DEPTH (2) #5 #3 AT 12" O.C. CB2 8" x 32" (2) #5 (2) E.F. (EQ#SPACED (2) #5 #3 AT 12" O.C. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS (ACI 318 AND AASHTO, INCH -POUND VALUES) LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) BAR 3000 PSI 3500 PSI 4000 PSI 5000 PSI 6000 PSI 7000 PSI 8000 PSI & SIZE 9000 PSI #3 10 9 9 8 7 7 6 #4 13 12 12 10 10 9 8 #5 17 16 15 13 12 11 10 #6 20 19 17 16 14 13 12 #7 23 22 20 18 17 15 14 #8 27 25 23 21 19 18 16 #9 30 28 26 23 21 20 18 #10 34 31 29 26 24 22 21 #11 37 35 32 29 27 25 23 #14 45 42 39 35 32 29 28 #18 60 55 52 46 45 39 37 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE CALCULATED PER ACI 318-05, SECTION 12.5 AND THE AASHTO BRIDGE SPECIFICATIONS FOR HIGHWAY BRIDGES (16TH EDITION 1996), ARTICLE 8.29. 3. FOR BAR SIZES #3 THROUGH #11 ONLY: A) IF CONCRETE COVER CONFORMS TO ACI 318-05, (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3.2), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. B) IF HOOK IS ENCLOSED IN TIES OR STIRRUPS PER ACI 318-05 (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3), THEN A MODIFICATION FACTOR OF 0.8 MAY BE APPLIED BUT THE LEGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. 4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. McOroyEngineering. J STRUCTURAL DESIGN GROUP 1835 EDGEWATER DRIVE ORLANDO, FL. 32804 PHONE: 407.245.8775 FAX: 407.245.8744 WEBSITE: mcelroyeng.com Firm Registration: #33835 ME PROJECT NO: 1621-04 "TO THE BEST OF MY KNOWLEDGE, THE PLANS AI\ID SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES AND THE APPLICABLE FIRE SAFETY STANDARDS AS DETERMINED BY THE LOCAL AUTHORITY IN ACCORDANCE WITH CHAPTER 533.79 AND CHAPTER 633." THE DRAWINGS ARE BELIEVED TO BE CORRECT TO THE BEST OF MY KNOWLEDGE. THE ACCURACY OF THE AS -BUILT CONDITIONS CANNOT BE GUARANTEED. SEAL Craig E. McElroy P.E. - FL No. 44741 Mc'E/iO' * ; No. 44741 -0 : 1k -)3- .. STATE OF '��ORt4 rONA 4. 4-1 (1 2"z__ AdventHealth ZEPHYRHILLS ZEPHYRHILLS GENERATOR ADDITION Hunton • • A R C H I T E C T DATE SUBMISSION NO 12.17.21 CONSTRUCTION DOCUMENTS 03.22.22 CCD No. 1 1 SCHEDULES PROJ. NO. H-20232.00 SHEET DRAWN VMM S502 ■ 18 ■ ■ 18 ■ ; c. ■ 2 Copydght HuntonBrady Architects P.A. All Rights Reserved. 800 N. Magnolia Ave., Suite 600, Orlando, Florida 32803 (407) 839-0886 (407) 839-1709/Fax www.huntonbrady.com License AAC001744