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Home My WebLink AboutBUILDING PLAN PAGE 31-352x4 STRONGBACK SECURED TO - EACH TRUSS W/ (3) 16d COMMON NAILS PROVIDE 2-TRUSS LAP SPLICE LOCATED EITHER TOP OR BOTTOM OF FLOOR TRUSS, TYPICALLY 10'-0" BUT REFER TO TRUSS ENGINEERING FLOOR DECK 2x6 PT TERMINATION BLOCKING SECURED TO WALL W/ (6) 3/16" ` x 4 TAPCONS 2x4 STRONGBACK, FLOOR BRACING DBL PT 2x6 BLK'NG BETWEEN TRUSSES W/ 10d @ 3" O.C. 1ST PLY INTO LEDGER AND 10d @ 3" O.C. STAGGERED UPPER PLY INTO 2x6 BELOW —� 8" CMU WALL— REINF PER PLAN V �z z mO, O O�< 0� z*w N m -� SCALE: 3/4"=V-0" #8 WOOD SCREWS x 2" LONG @ 3" O.C.; STAGGERED OFF CENTERLINE OFF 2x6; 3/4" AS SHOWN DBL 2X8 LEDGER TO CMU W/ 1/2" EXP. BOLT AT 16" O.C. AND 8" FROM END W/ MIN 5-1/2" EMBED. FLOOR DECK NAILING PATTERN T i 24" MA PRE-ENGINEERED WOOD 2x4 P.T. CEILING FLOOR TRUSSES (SEE NAILER W/ FRAMING PLAN) MASONRY NAILS @12 O.G. REPAIR DETAIL IF 1X2FIRE-STOP LEDGER INSTALLED TOO LOW AT TRUSSES PARALLEL 5 TO EWM4 IOR WALL PRE-ENG GABLE TRUSS — 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x8 PT. PLATE TO BLK W/ 1/2" DIA. ANCHOR BOLT W/2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX USP LFTA6 W/ (16) 8d COMMON NAILS, EACH END EVERY STUD OR ON EACH END OF "BUNDLE" OF STUDS PLYWOOD FLOOR SHEATHING USP LFTA6 W/ (16) 8d COMMON NAILS EACH END FL#17244 FLOOR TRUSS OR / PLATE STRAPS W/ 10d x 1 GIRDER TRUSS 1/2" HDG NAILS FL#17239 WALL / FLOOR FRAMING, TRUSS PARALLEL TO WALL 2x STUDS PER PLAN FLOOR DEQ 2x4 BLOCKING @ EA. BRACE TOENAIL INTO TRUSS W/ (4) 16 NAILS @ EA. ENI 2x4 BRACE @ 48" O.C. wl (5) 12 NAILS @ EA. ENI 8d RING SHANK NAILS @ 4" O.C. MA; INTO BLOCKIN( PRE-ENGINEERED WOOF FLOOR TRUSSES (SEE FRAMING PLAN USP HTA16 @ 32" O.0 MAX. (VERIFY W/ TRUSS PLAN)FL#17680 1� -u CONC.POURED LINTEL COURSE DBL PT 2x6 BLK'NG BETWEEN TRUSSES W/ 10d @ 3" O.C. 1ST PLY INTO LEDGER AND 10d @ 3" O.C. STAGGERED UPPER PLY INTO 2x6 BELOW 8" CMU WALL— REINF PER PLAN V z UJm 0 cc)) O o,n< o #8 WOOD SCREWS x 2" LONG @ 3" O.C.; STAGGERED OFF CENTERLINE OFF 2x6; 3/4" AS SHOWN USP A3 EA. TRUSS 411 111 lu /4" NAILING PATTERN —PRE-ENGINEERED WOOD 1X2 FIRE-STOP91 FLOOR TRUSSES (SEE DBL 2X_ LEDGER FRAMING PLAN) SEE SCHEDULE SECTION DETAIL AT TRUSSES BEARING 09NEXTERIOR WALL TE: UCTURAL SHEATHING T NOT BREAK WITHIN MIN. FROM 2ND. FLR. MAX 7o7 R SEE SCHEDULE FOR BOND BEAM REQ. SECTION DETAIL AT PARALLEL / PERPENDICULAR PRE-ENG FLOOR TRUSSES PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN SCALE: 3/4"=1'-0" STRAP TRUSS TO PL. SEE SCHED. BELOW TRUSS TO TOP PLATE A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAI LS. B - (2)USP MTW-12 U < 2390 LBS W/ (14) 10d GALV. COMMON NAILS EA. USP SPTH4 OR SPTH6 BTM �y AND TOP PLATE ANCHORS W/ 10d x 1 1/2" COMMON NAILS CONT. 2x4 SECUR / (2) 10d's @ EACH FILL ALL HOLES, DO NOT USE TRUSS TO BE INSTALL 10'-0" O.C. MAX. 10d x 3" GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL d SCALE: 3/4"=1'-0" o • a ° a� 2x STUDS PER PLANS 2x4 CONT. W/ (8) 16d NAILS @ TOP OF FLR TRUSS (TOP 2X4 SUPPORTS BT. PLATE OF 2ND FLR) FLOOR DECK 2x6 CONT. W/ (8) 16d NAILS @ BT. OF FLOOR TRUSS (BT. 2X6 IS FOR WALL SHEATHING NAILER) 1X2 FIRE -STOP PRE-ENGINEERED WOOD FLOOR TRUSSES (SEE FRAMING PLAN) USP HTA16 @ EVERY TRUSS (VERIFY W/ TRUSS PLAN) FL#17680 PRE-ENG ROOF TRUSS 5/8" GYPSUM BOARD OR 1/2" HIGH STRENGTH CLG. BOARD SECURE TRUSS TO TOP PLATE w/ (2) 16d TOENAILS DOUBLE TOP PLATE 2x4 OR 2x6 WOOD BEARING WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING, SINGLE BTM. PLATE TO BE PT PROVIDE DBL. TOP PLATE PROVIDE BLOCKING 1/2" GYP. WL. BD. SECURE BT. PLATE TO SLAB W/ 1/2"x9" WEDGE ANCHOR W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 5-1/2" EMBED. MIN. @ 16" OC MAX. 9ay9b)TRUSS CONNECTION @ L.B.W. SCALE: 3/4"=1'-0" 8" CMU WALL— REINF PER PLAN 2x4 P.T. CEILING NAILER W/ MASONRY NAILS @ 12" O.C. 1X2 FIRE-STOP— #8 WOOD SCREWS x 2" LONG @ 3" O.C. STAGGERED AS SHOWN DBL 2X8 LEDGER TO CMU W/ 1/2" EXP. BOL' AT 16" O.C. AND 8" FROM END W/ MIN 5-1/2" EMBED FLOOR DECK .. Ir: ► i .... ........... ....... '� 1 •.� , mill',"� MY, = Elb DBL PT 2x6 BLK'NG BETWEEN TRUSSES W/ 10d @ 3" O.C. 1ST PLY INTO LEDGER AND 10d @ 3" O.C. STAGGERED UPPER PLY INTO 2x6 BELOW 8" CMU WALL — REINF PER PLAN PER ELEVATION SECTION DETAIL AT TRUSSES PARALLEL TO EXTERIOR WALL #8 WOOD SCREWS x 2" LONG @ 3" O.C.; STAGGERED OFF CENTERLINE OFF 2x6; 314" AS SHOWN USP A3 EA. TRUSS 4II11fifi �M 411 11�14" NAILING PATTERN CONCRETE BEAM- \—PRE-ENGINEERED WOOD SEE BEAM SCHEDULE FLOOR TRUSSES (SEE FOR BEAM DBL 2X_ LEDGER FRAMING PLAN) INFORMATION SEE SCHEDULE SECTION DETAIL AT TRUSSES BEARING DON EXTERIOR WALL SCALE: 3/4"=1'-0" TRUSS 4x4/4x6 SYP NO. 2 WOOD POST TO SLAB.SEE SCHEDULE BELOW FOR CONNECTION FL#17239 0 ' 10a 10b 10c TRUSS/WOOD POST CONNECTIONS TRUSS TO POST CONNECTION A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244 B - USP HTW-20 U < 2045 LBS W/ (20) 10d VALV. COMMON NAILS. FL#17244 C - USP MUGT/PHD4A U < 3715 LBS MUGT TO TRUSS W/ (4) 10d GALV. COMMON NAILS TOP, (6) 10d GALV. COMMON NAILS FACE, (12) 10d COMMON NAILS BACK, (1) 5/8"° A.T.R. TO PHD4A AND (10) WS3 WOOD SCREWS TO POST FL#1 7240/FL#1 72419 POST TO SLAB CONNECTION A&B - USP PAU44 POST BASE <U:2,265 G:6,775 W/ 5/8 DIA. x 6" EXP BOLT FL#17239 USP PAU46 POST BASE <U:2,265 G:13,815 W/ 5/8 DIA. x 6" EXP. BOLT FL#17239 C - USP HTT4 POST ON SLAB <U:4,465 W/ 5/8" A.B. WITH MIN, 7" EMBEDMENT TO SLAB & (20) 16d x 2-1/2" NAILS TO POST. FL#17324 1441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 rARp r4 U w W 4 L I I L j SL7HDIV. �8e LAT: CREEKSIDE LOT # 2 PROJECT# 04321.000 002R1 MODEL. 4EGB "GALEN" GARAGE SYnNG: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHITECT - STATE OF FLORIDA D TEE: 05/26/18 SCALM: 1/4"=1'— 0" SHEET S3. 1 B 38'-8" 10'-4" 11'-8" 8'-4" 8'-4" 4 2 Cz 2.1 2.1 O a O M , OPEN00 b 10'-0-3/4" TOP OF DECK 0 17 T-0" T-0" 3'-4" T-4" 9'-8" 4'-4" 17'-4" 21'4" 38'-8" SECOND FLOOR PLAN SCALE: 1/4 = 1'-0" 1441 N. RONALD REAGAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 F w v W may.. 0 w a E ti 9v8DIV. 8e x.,OT: CREEKSIDE LOT # 2 PROJECT* 04321.000 002R1 hsoaExx 4EGB "GALEN" GARAGE SWING: RIGHT PAGE: SECOND FLOOR PLAN 160 MPH EXP. 09 ARCHITECT - STATE OF FLORIDA dlj* n � 05/26/18 SCAT: 1/4"=1'-0" 1 SHEET 31'-8" 28'-0" 24'-0" 20'-0" 16'-4" 8'-0" 4'-0" 00 rl 00 m 0 — 0 0 N O i N r, LJ O M M 0 00 CA N V 0 N - 4 0 0 T-4" 1 V-5" 4 f` 14'-4" � 4'-0" T-8" 13'-8" 17'-4" SECOND FLOOR DOWEL PLAN SCALE: 1/4" = V-0" �j 1441 N. RONALD REAGAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 F h v W a?. C W 4 F C: ti SL73DIV. ac LOT: CREEKSIDE LOT # 2 PROJECT* 04321.000 002R1 MODEL: 4EGB "GALEN" GARAGE SWING: RIGHT PAGE: SECOND FLOOR DOWEL PLAN 60 MPH EXP. C SHEET S4.2 4.2 FRAMING NOTES 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2' HDG NAILS. SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO WOOD FLOOR: USP LPTA W/ (10) 1Od x 1 1/2" HDG NAILS, WOOD TO WOOD: USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL MANUFACTURER SHOWN IN STRUCTURAL PLANS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINALTRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10, TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT, 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION fc (PSI) SIZE W'xH' REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — 1 (1) #5 — N/A N/A GROUTED SOLID BB2 MASONRY 3000 Sx16 — (1) #5 (1) #5 1 N/A N/A GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS C SAFE LOAD - POUNDS PER LINEAR FOOT C IMfr SAFE LOAD PF SAFE LOAD - POUNDS PER LINEAR FOOT NF1E LENGTH 6U8 BFB-OB BF12-OB BFi6-OB 8F20-OB BF24-OB BF28-OB BF32-0B TYPE LENGTH 8U8 8F8 RCMU TYPE LENGTH BFB-1T 8F12-1T BFiB-1T 8F20-17 BF24-iT BF28-1T BF32-iT 8F8-1B BF12-iB BFi6-1B BF20-1B 8F24-18 BF28-18 8F32-1B 81`8-2T BF12-2T 81`16-2T 8F20-2T 8F24-2T BF28-2T 8F32-2T 3'-6" (42") PRECAST 2231 3089 3719 5163 6607 8054 9502 10951 3'-6" (42') PRECAST 1025 1024 1598 3'-6" (42') PRECAST 1569 2655 3524 4394 5263 6132 7001 3069 4605 6773 7547 8974 10394 11609 1569 2655 3524 4394 5263 8732 7001 4'-0" (48") PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 4'-0" (4S') PRECAST 765 763 1309 4'-0" (48"} PRECAST 1363 2305 3060 3815 4570 5325 6079 2693 4605 6113 7547 8974 10394 11809 1363 2305 3060 3815 4570 5325 6079 4'-6" (54") PRECAST 15gg 1969 2110 2931 3753 4576 5400 6224 q 54'-6" PRECAST ( ) 592 591 1073 4'-6" (54") PRECAST 1207 2040 2707 3375 4043 4711 5379 2189 4375 6113 7547 0) 8672 10294 uso9 1207 2040 2707 3375 4043 4711 5379 5-4- (64") PRECAST 1217 1349 1438 1999 2560 3123 3686 4249 6 4" (64") PRECAST 411 411 745 5-4' (64") PRECAST 1016 171$n 2276 ° 2838 3399 3961 4522 1663 3090 5365 7547(3s) 734Zig) 6733 ;�� 197z7 ns, 1016 1715 2276 2838 3399 3961 4522 5'-10" (70') PRECAST 1062 1105 1173 1631 2090 2549 3009 347E 5'-10" 7G' PRECAST ( ) 340 339 616 5'10" 70" PRECAST -( ) 909 1567(,3 2080(,3) 2593 ) 3107,u 3620 (°) 4133 �3) 1451 2622 4360 7168(<s) 5036(s) 7181,a, 8328m 929 1567 2080 2593 3107 3620 4133 6'-6" (78") PRECAST 908 123s z1n 3469 3031 3797 4383 5061 6'-6" (78") PRECAST 507 721 490 6'-6" (78") PRECAST 635 (;z 1407( s) 166 n 2328,s 2790(,$) 3261 ,°) 3712(,2) 1236 2177 3480 5381 8360 10394b;t 8825 no 3685 835 1407 1868 2329 2790 3251 3712 T 6" (90') PRECAST 743 1011 1729 2632 1 2205 1 2698 3191 T-6" 90° PRECAST ( ) 424 534 363 T-6" 90" PRECAST ( ) 10B5as) 1624(31 2025(� 2426szs 28272s 3228(24) 011 729 2661 3896 5681 8467e< 6472 1224 1624 2025 2426 2627 3226 9'-4" (11Z) PRECAST 554 s99 160 1625 2564 3486 2818 3302 9'-4" (112') PRECAST 326 512 230 9'-4" (112") PRECAST 7082 113634 14743. 181534 21573e 25003e 752 1245 1643 2564 3466 47053r, 8390(s>) R4774 862 1316 1643 1969 2294 2619 10'-6" (126') PRECAST 475 535 890 1247 2093 2777 2163 2536 10'-6" (126" PRECAST ) 284 401 180 10'-6" 126" PRECAST ( ) 575 24 918 33) 1188 1461uu 1736 , 2011 (33 643 1052 1533 2093 2781 3643,tct 4754ies 695 1180 0) 1472 (°) 1763 a) 2055 2346 1T-4" (136') PRECAST 362 582 945 1366 1846 2423 3127 400E IT-4" (136') PRECAST 260 452 154 11'-4" (136") PRECAST 504(23) 80032) 10EL 1zaa 15133s) LEL332 582 945 1368 1846 2423 3127 4006 494 607 1042y,o) 1372(11) 1643 1915(s) 2187 s 12'-0" (144') PRECAST 337 540 873 1254 1684 2193 2805 3552 12'-0" (144') PRECAST 244 402 137 12-4- (144') PRECAST 470 r 458 a1 724 31) 938 p2) 1163)32) 1369(32) 1585 32 540 873 1254 16B4 2193 2805 3552 470 550 940 (,o) 1302 s 1560(13) 181 all) 2075 ,o 13'4" (160") PRECAST 296 471 755 1075 1428 1838 2316 2883 13'-4" (160') PRECAST 217 324 110 13'-4" (160") PRECAST 418 ,5 386(22) 607 30 785 m, 964 30 11433, 13231311 471 755 1075 1428 1638 2316 2863 428 460 780 (e) 1159 l 1418(2o) 165�19) 1887(17) 14'-0" (168') PRECAST 279 424 706 1002 1326 1697 2127 2630 14'-0" (168') PRECAST 205 293 100 14'-0" (168") PRECAST 384)16 358 a,) 560(zF 724 30) 889(So 10543o) 1220(30 442 706 1002 1326 1697 2127 2630 410 425 717 (4 1063 R, 1358(z3 1582(22) 1807(2, 14'-8" (176") PRESTRESSED N.R. MR MR MR MR MR MR MR 14'-8" (176') PRESTRESSED N.R. 284 91 14'-8" (178") PRESTRESSED 239 334 ao 520 �) 672 (29 825 rzz) 978 �) 1131 30 456 783 1370 1902 2245 2517 2712 248 395 863 960 (2o) 130326 1516 s 1734 2a 15'-4" (184") PRESTRESSED N.R. MR MR MR MR MR MR MR 15'-4" (184') PRESTRESSED N.R. 259 83 15'-4" (184") PRESTRESSED 2za 313 m) 466 ze sz7 (zo) 769 2s 911 as 7054 (2s 412 710 1250 1733 2056 2320 2513 230 366 616 pj 908 cm) 1240za) 1460 a 1668 zs 1T-4" (208") PRESTRESSED N.R. MR MR MR MR MR MR Nft 1T-4" (208') PRESTRESSED N.R. 194 64 1T-4" (208') PRESTRESSED 187 263 1e 405 2s 521 n 638 27 756 27 873 27 300 548 950 1326 1609 1849 2047 192 306 506 (3, 740 (13 10052r) 1271 ,) 147331 19'-4" (232") PRESTRESSED N.R. MR MR MR MR MR MR MR 19'4" (232") PRESTRESSED N.R. 148 52 19'-4" (232") PRESTRESSED 162 229 (17) sae 2s) 447 � 547 as 047 x 747 rzs) 235 420 750 1037 1282 1515 171E 166 263 429 @1 623 Oel 841 ¢6) 1059(so) 122720 21'-4" (256") PRESTRESSED N.R. MR MR MR MR MR MR NR 21'4" (256') PRESTRESSED N. .R. 125 42 21'-4" (256") PRESTRESSED 142 204 13) 307 (23) 393 , 480 23) 568 pd, 65594 180 340 598 845 1114 1359 1468 142 232 373 ) 537 (,, 721 s) 905 1048 22'-0" (284") PRESTRESSED N.R. NR NR NR NR MR MR 22'-0" (264') PRESTRESSED N.R. 116 40 22'-0" (264') PRESTRESSED 137 197(s) 29592 379 462 3 546 3 630 23 165 315 550 784 1047 12" _MR— 1399 137 223 358 513 (,r 688 24 863 e) 999 e, 24'4" (288") PRESTRESSED N.R. MR MR NR MR 24'-0" (288') PRESTRESSED N.R. 91 33 24'-0" (288") PRESTRESSED 24 ns (,°) 267 (20 342 a,) 416 z, 492 ,) 567 z) 12 129 25 250 45 450 854 BB4 1092 1222 124 202 319 p) 455 , 606 n 757 r) 876 rzr) (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE ADDED PERCENT REBAR. (#) THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. - ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 16-0126.03 1 T-2" V T-0" NA'N iM M" AMNtl #A >`rw M, M,N,Yi 59A AX'A ATX 8F16-1T/0M/0B 8IF16-11 MWEI 81F161T/OM/013 1 2 �A UNO, PROVIDE BB1 .41 WHERE ROOF a TRUSSES BEAR, TOP OF WALL, EL. 18'-8" UN % ,\ NN sW g l 4011 11 04% ANtl 4, 01 40 111141 p la a\ 'y1s nNt''u`q`` � sop W � s� 40111 „. 8F16-1T/0M/0B 8F16-1T/0M/0B Nu A'$1, GT _] 'AP NPS M1M AY5 1�C.N .P..9X. eYYY will ISS.' %' S=• 'z .:AA' MWM! WK 3w fx+l. M* 111WY CAM rm' s,Ym TS: Y 1 I * GT ,! P F G\ R1 81`16-1 T/OM/OB 8F16-1 T/0M/0B �s ^'AS31 vY�zi Sdd k^ZR YY} fp1L,\ 10\1Y19 ll0\f,f N4G' 13k^ LLY W4B` 64yG) ,N'A# fnh 6W"3 N"Y bYf y`4y9 }ALy .�' $ryN NNW9 A',WY EC& 6W9E ,kMW &MN qNX@ yyy;. pNPo1N 1AJ. SECOND FLOOR LIFT BEAM PLAN SCALE: 1/4" = V-0" 1441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 F 0 co v O A 44 SUBDIV. 8e LOT: CREEKSIDE LOT # 2 PROJECT# 04321.000 002R1 MODEL: 4EGB "GALEN" GARAGE SWING: RIGHT PAGE: SECOND FLOOR LIFT BEAM PLAN 160 MPH EXP. jC ARCFffTECT. STATE OF FLORIDA D TE 05/26/18, SCALE: 1/4"=1'-0" SHEET S 5 y GAa _- - -ND iQ O 1 Q♦ �� O 1 Yrtaa�k� 2 �000 0 0 0 0000000000 2 HIP ROOF ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) "A"= 4-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: I I APPLICABLE INTERNAL PRESSURE COEFFICIENT +- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE DETAI L. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE END. ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN, DIA. SHANK TENSILE STIR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING (16-20 RINGS SCREW SHANK PER INCH) 8d SCREW SHANK 2 1/2" 0.120" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 2. INTERNATIONAL STAPE, NAIL & TOOL ASSOCIATION (ISANTA) ESR-1539 EXTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES J / \ I Z Z W Z 2 CO Z . Lj O N . J Co m Y Z e( fD Z 00 J Y Q W W 2 O j LU O wV�� U< U E0 O Do W r9 z Q_ TOP CORD BLOCKING AT 4' O.C. MAX. IN FIRST 2 FRAMING SPACES AT EACH END. RAFTER OR TRUSS ROOF SHEATHING BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING C8d RING SHANK GUN NAILS (� 6" O. C. IN FIELD I U tit J I NUU I UNAL 8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD Or 8d x 21/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12" 0.C�N FIELD /\J GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 314'. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4'. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14, BUILDING CODE REQUIREMENTS CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2OR BETTER. Fb= 1100 PSI AND A MODULUS OF FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON ELASTICITY= 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE, PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES FORM SHALL BERATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND -WORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, W/DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN '1" OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS OF THE WORK ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2. IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE, SEAT PLATES SHALL BE PROVIDED SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. ACCORDANCE W/THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OFTHE ACI STANDARDS AND DESIGN LOADS: SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 X BAR NO. UNSCHEDULED FIELD LAPS ARE STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPIANTCA BCSI 1" ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf SUBJECT TO ENGINEER'S REVIEW. COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED 20 psf TOP CHORD -non-concurrent TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" WOOD TRUSSES. 10 psf BTM CHORD -non-concurrent #5 BAR - 30" #7 BAR - 42" PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF DEAD LOAD FOR ADDITIONAL INFORMATION. LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR DEAD LOAD INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 16 pefTOP CHORD 20 psf TOP CHORD ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, (7 psfw/ASPHALT SHINGLES) (10 psfw/ No GYPCRETE) THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 10 psf BTM CHORD 5 psf BTM CHORD MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE DEAD LOAD TO RESIST WIND UPLIFT: 10psf WALL. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT BALCONY LIVE LOAD 60 psf TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING (ASCE 7-10 (FBC R2017) EXPOSURE C, RI$3K CATEGORY II) DETERMINATIONS, FEASIBILITY&ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS LAYOUT, SPANS & ALL TRUSSI HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT SHOP DRAWING REVIEW: WITHOUTTHEAPPROVAL OFTHEENGINEER. AFFECT THE STRUCTURAL BEARING ASCALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIORTO MANUFACTURE OFTRUSSES. THE TRUSS FABRICATOR SHALL SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION OF THE CONTRACT DOCUMENTS ONLY, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE O PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA "SPECIFICATION MASONRY STRUCTURES" (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR LICENSED PROFESSIONAL ENGINEER. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. PUBLISHED BYTHE MASONRY STANDARDS JOINT COMMITTEE. CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON- PROVIDED BYTHE TRUSS ENGINEER. TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE THE ENGINEER, MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f rn = 1500 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT. PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS. ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS FOUNDATION/ SITE PREPARATION: SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY TO CONSOLIDATE GROUT. WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE OFAT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT, MORTAR SHALL BE LATEST CATALOG. ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION. PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO - TOVERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS CELLS TO BE FILLED. < - FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN REINFORCING. CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEC -TECH. ENGINEER. LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. CONCRETE: STRUCTURALSTEEL: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 2, 500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE _ 9TH EDITION, BYTHE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM 3,00 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. -� FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOTEXCEED5"+l- PRIOR TOTHE ADDITION OFPLASTICIZER. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OFACI 301 AND ASTM C-94 OR BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THATA BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBIUTY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OFANY NONCOMPLIANCE WITH THE ABOVE. O REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: Z A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: j 1-112" FOR #5 AND SMALLER CD T FOR #6 AND LARGER C. FOR CONCRETE NOT EXPOSED TO WEATHER 31V FOR SLABS, WALLS AND JOISTS 1-1/7 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I Y F'. 3/4 1610 .7Ub-F l_ arm UCUI I INU U LUC U I U ALL CAr'UJC V NI CIVI CSCKJ FASTENER SCHEDULE WINDOWAND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE -=ACING REMARI`.5 APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HARDENED COIL 8"OVC GARAGE DOOR BUCK SEE DETAIL SEE DETAIL SEE! DETAIL SEE DETAIL MASONRY/GONG. NAIL 11/2"LONG . TO MASONRV/CONC. 'SGO,AL. EXT. DOORS CASE HARDENED COIL 9"O/C wNDOW/DOOR/FASTENED GARAGE DOOR BUCK 1x PT, SEE NOTE 7 NAIL 1 1/2" LONG. STAGGERED INTO MASONRY/CONC. TO MASONRY/CONC. SEE DETAIL SEE DETAIL SEE DETAIL SEE DETAIL WINDOWBUCK CASE HARDENED COIL 9"O/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS/ ENGINEER FOR SPACING 1x PT, SEE NOTE NAIL 1112"LONG. STAGGERED INTO MASONRY/CONC. MASONRY7CONC. REQUIREMENTS EXT. SWING DOOR 1/4- 'TAPCON" 11/2"EMBED, 4" END 12 DI NONHBEARINGWOOD 1/2- EXPANSION 4" EMBED. VEND BUCK 2x PT, SEE NOTE 7 NO WASHER FASTNER DIST., 11/2"EDGE DIST. WgLL TO CONIC. SLAB W/WASHER BOLT 24"O/C DIST., 3" EDGE DIST. 2x PT WINDOW BUCK 0.138- PAP x 2 118" 9" 0/C 4" END. DIST., 1 1/2" PT TO STEEL COL., SEE W/WASHER STAGGERED EDGE DIST. NOTE? NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND /OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILEDABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE, OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. — 1441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 F V W may.. O y 4 E N a SVHDIY. ell: LOT: CREEKSIDE LOT # 2 PROJECT# 04321.000 002R1 MODEL• 4EGB "GALEN" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. C ARCHITECT- STATE OF FLORIDA DATE: C�T 05/26/18 ISCALM: 1/4"=1'-0" S HETET I.J1r I