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00-0630-001 8"CMU WALL > >. 8 FOOTING SCHEDULE S T R U O T U R A L_ NOTES co MARK WIDTH LENGTH THICKNESS BOTTOM REINFORCING NOTES TE 8" CONT. 12" 1 #5 THICKEND EDGE TE `-4 GENERAL NOTES: MASONRY: C4 8, C3 F=24 24" CONT. 12 (3) #5 CONT. 1 #5 TRANSV. @ 24" O.C. I STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ALL BLOCK WALLS SHALL BE TWO-CELL HOLLOW CONCRETE MASONRY REGULAR SIZE O ( ) #5 EACH WAY (T & B) F 36x36 36' 36" 12' 4 BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE N, f'm = 1500 psi. 6-#5 VERT. & 3 �6' I ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT S ,. # F 36"x36" M 36" 36" 12" 5 BLOCK SHALL BE PLACED USING RANDOM BOND UNLESS OTHERWISE NOTED. LAY-UP TIE ® 8 O/C- (4) # EACH WAY Monolithic Ftg. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN 8" / 8-#5 VERT. & #3 MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN-WALL a_ TIES ® 8" 0/C. F48"X48" 48" 48" 12" (5)#5EA.WAY ON STRUCTURAL DRAWINGS. AS A MINIMUM, CONSTRUCTION SHALL COMPLY WITH THE 1994 COLUMNS. Ir- SOUTH FLORIDA BUILDING CODE (DADE EDITION), ACI 318-95, BUILDING CODE REQUIRE- lb F60"X60" 60 60" 12" (6)#5EA.WAY MENTS FOR STRUCTURAL CONCRETE, ACI 350, AISI SPECIFICATION FOR THE DESIGN OF GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL 2 GARAGE STEP U P DETAIL W ��`� COLD-FORMED STEEL STRUCTURAL MEMBERS 1986, AND AISC SPECIFICATIONS. PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 psi AT 28 DAYS. THE GROUT " „ J N MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED WITH S-1 SCALE: 1 = 1 -0 a_ S ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. TYPES MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE Wire Mesh 6"x6" oo COLUMN SCHEDULE ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERT. ELEV. -o'-o' # 10/10 MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR FIN. FLOOR DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS C6 MARK LENGTH WIDTH VERTICAL HOOPS REMARKS TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART FOR MORTAR TO CURE PRIOR TO GROUTING CELLS. OF THE WORK. 1/2" PREMOLDED JOINT. 'F—'1` C1 12" MIN. 8" 4 #5's #3 @ 8" o.c. CONCRETE COLUMN HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD 9 GAGE LADUR-TYPE 4- 5 VERT & 3 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING DUR-O-WAL (ASTM CLASS B-2, HOT-DIPPED GALVANIZED) AT ALTERNATE COURSES (16" -1 -4 TIES 8" . V C2 12" MIN. 8" 4 #6"s #3 ® 8" o.c. CONCRETE COLUMN IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PRO- ON CENTER), UNLESS OTHERWISE NOTED. JOINT REINFORCEMENT SHALL BE CONTINUOUS CEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS AND SHALL LAP A MINIMUM 8". C3 8" 6 #5's #3 8" o.c. CONCRETE COLUMN DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, N (3) #5 C4 8" 6 #5's #3 @ 8" o.c. CONCRETE COLUMN TEMPORARY BRACING, GUYS OR TIEDOWNS. LAP VERTICAL REBAR 6 x BAR NO., U.O.N. 1 #5 Cont. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF F-24 C5 16" 8" 4 #6"s #3 12" o.c. CONCRETE COLUMN THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREP- THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-LATEST EDITION ARATION REQIREMENTS AND SLAB-ON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. ASCE 6-LATEST EDITION/TMS 602-LATEST EDITION), / 8 24" C6 8" 4 #5"s #3 8" o.c. CONCRETE COLUMN AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. C7 16" 16" 4 #6"s #3 O 12" o.c. 1'-4" X 1'-4" I MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A 1 TYP. WALL FOOTING DETAIL -HOLLOVLCORE CONIC, "CERTIFIED STRUCTURAL MASONRY CONTRACTOR". THE SUPERVISOR OF THE MASONRY TE DETAIL SALE: 3 C8 18" 8" 6 5's DESIGN LOADS: g_1 /4" = 1'-0" # #3 @ 12" o.c. CONCRETE COLUMN THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS. PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR" SCALE: 1" = V-0" OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND SC1 3-1/2" x 3-1/2" x 1/4" A36 STEEL COLUMN, CONCRETE FILLED, DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH ASCE 7-93. PRODUCTS ASSOCIATION (FC&PA). THE SENIOR MASONRY SUPERVISOR WILL BE RESPONSIBLE SFF DETAIL THIS SHEET TO ASSURE THAT THE WORK IS ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCU- 29'-10" 20'-0" 30 psf MENTS. THE MASONRY CONTRACTOR SHALL SUBMIT CREDENTIALS FROM THE FC&PA TO THE FLOOR: ROOF: 27 psf ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING. LIVE LOAD 40 psf LIVE LOAD '-4" 8'-9" '-4" 9'-1" '-4" �'-0" 9'-10" 10'-2" DEAD LOAD 27psf DEAD LOAD STRUCTURAL STEEL: 1 WIND: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY F 3106 F 3 x36 F 3 x36 F 36x36 WITH THE 'SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUC- I _____________________ ------------------------------ DESIGN WIND SPEED = 110 mph F 7 TE I— —I TE -I.................................I....TE.................................r (ASCE 7-93) TURAL STEEL FOR BUILDINGS, 9th EDITION, BY THE AMERICAN INSTITUTE OF STEEL I SHOP DRAWING REVIEW: CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, Fy = 36 ksi FOR ANGLES, _ __________________ _ _ _________________ _ _ __ _ SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, IC71 o�g o°g LW e OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRAC- Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B, TYPE E OR S, C I 06 C7 % C7 1 �oAs C7 F-24 I I TOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, Fy = 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE-FILLED IN THE SHOP. I ti 'Q °�s ti 'Q ors ti ELEVATIONS, DIMENSIONS, ETC. oe ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE-NUT ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER w i i 0 I I I THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UN- N H 1 ' 6' THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN- I I I I I1I 1 C I 104 I 1 1 N I I N CHECKED. I I III-.; I I OF-THE-NUT METHOD. o I I o0 SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS CON- I 4'-0" 6'-4" 2'-8" 2'-6" I 6'-3" 6'-4p' 2'- I L` ( :.WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING ACI -WELD S.F.B.C. SECT. 2801.3 b1 TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM AWS.P1.1.1986 AS PER S.F.B.C. TABLE 4A SECT. 402 THE MOST RECENT AWS j I I I I 6" 6' I I THE ENGINEER. APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX I EL IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS LOW-HYDROGEN ELECTRODES. I I I i I 2> 0,,. UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN -__ _____-___ - I-C-1 _ - _1 ACCORDANCE WITH SSPC SPECIFICATIONS. _ = ........................................... C �� Alien Bm. to Center of c1 =111 -III +I — cols. — __ __ SOIL STATEMENT ___--_---TE -- ;111 TE , II- -------------------------------- ---------- ----- FOUNDATION SYSTEM CONSISTS OF SHALLOW SPREAD FOOTING BEARING ON UNDISTURBED 8 i F-24 10'�0' `--- - -J \ LIMEROCK. FOOTING HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING CAPACITY OF 2000 P.S.F. 5 I I F 48"x48" F 48"x48" THE CONTRACTOR SHALL CONTACT THE- ENGINEER TO INSPECT THE SOIL CONDITIONS AND SUBMIT 0 0 i I I 0� �` SIGNED AND SEALED LETTER TO THE BUILDING DEPARTMENT. ATTESTING THAT THE SITE ABSAVED C4 AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN WAS BASED. o o I I I I I I „ 3„ �- •� � I i I �, � I - CONCRETE: 2 L . _._ . ... . . . ... .. . . ... . . ... . . ... ...._ . N _ . _. _ . _.1_ . _._ . _._ ._._ . _._. _._ ._._ ._._ . _._ ._ . _._ ._ ._._ . _ . � � ; ;_i� CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: D-3 I — ' I co 6" 3/8" Thick x 12" I I I 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ON-GRADE w. (2) 3/4"0 Thru Bolts 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS 1. NAIL TRUSS ES USING 16d GALV. TRUSS(ES) _ I I 18'-2" 4" CONC.I SLAB W/ 6"X6"-W.4XW.4 WWM 14'-7" I I COMMON NAILS �r I REV-NO _ CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA OVER VALOR BARRIOR. ON 95% , I nC4 � FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL 2. PAINT ALL STEEL W/ 95 I I N WELL COMPACTED FILL OXIDE CONTENT I - NOT EXCEED 4" +/- 1" PRIOR TO THE ADDITION OF PLASTICIZER. xX /2' 5" 31/2" 1 L` I �� o 0 3. ALL ELECTRODES TO BE�11f C I i iv CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR I I MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME-STAMPED I I r--- -- r--- ---� 3 16" WELD I I I I C 01-24-01 WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED I I I SC1 I j SC1 TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. 12"x12"x5/8" STL. PLATE No. DATE (4) 5/8" � HILTI KWIK II BOLTS, _ I I I I IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN MIN. CONC. EMBED 5" ° i S-1 I i I I I i o REVISIONS 90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF O I I L-------J LJ THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRAC- `" 1 i I 2#4 I > 2#4 I I LO FOR INFORMATION ONL I F 36N36" M F 36"x36 M I I � n TOR OF ANY NONCOMPLIANCE WITH THE ABOVE. S-1 I I I I I n NOT FOR CONSTRUCTIO1 j ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD ° C-309, TYPE 1. CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND I I ° I _ n NOT FOR PERM[ SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE i i 1 r---------WF 16 � N i i n' FOR FERMI WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CUR- I I F- 36"x36" M o I I I I I I ING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED L 3 -0 L i j TE - ( L---------- i i n DR! j �____ ___...._____ _.�._____..__.M_____ I.I.I-. w....._�._.�__�.�._---- . _._ I IN THE WORK. OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER. I� I —_ 1�° 1 I L 4'-0" 4 I I r\ REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: 3 INTERIOR COLUMN FOOTING I ' I Ft-r I` �_ j = I I -0 . ...... 1' 9 6'-4" 1'-9' I o -- --- --- -------- ----- - I I r A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH S-1 SCALE: 3/4" = 1'-0" j N '�w,j ' TE III- •.•. • ' sue �' I I B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: i I I III. �, I I 1 1-1/2" FOR #5 AND SMALLER I I I I I �o, I I � Lr 2" FOR #6 AND LARGER i i i r--------- -1-- --� I I I I F-241 I I I I Lr C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER: I I I I I F__3_6"x_3_6" M I I 3/4" FOR SLABS, WALLS, AND JOISTS 5" Thick A/C Pad I i �j i i I i i 6'-6" 1 1 I I I STAIR WOOD COL. I I W , 1-1/2" FOR BEAM AND COLUMN PRIMARY REINF., TIES, STIRRUPS w/ W.W.M. i I o L` j o i I I i SEE DWG. 22/22 8' 6" I I (n LLI F 6 "x60" I I S # 3 © 16" I 1'-4' I I�0"x60" o � J G L� i I I L-------J F-24 I � I I 20'-0' LO) FORMWORK: c2 GARAGE I I I -----� ---------------------J I 3'` NI!' C21 i I C8 -----�T------F-- ' FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, o co AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, c° " I 00 0 00 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". C7 I i -------- -- ------�- ------------ ----------------- --I �� I ,� 2V' a ocy 0. 2S o cy ~ ti O•:ot G CD REINFORCING STEEL. , , , o o ro I o REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND - O O I I N os ,hoos I pp-,� �.� LL RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING o C7 o I TE `��° TE tiro F 36x36 W � :O'.DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR I I = -+ - - ® co J{ d I 1HOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS i i rn � rn _' F 36x36 -C7 C7 _. Y U7I 0 Lli a SHALL LAP 6 x BAR NO., UNLESS OTHERWISE NOTED. UNSCHEDULED FIELD LAPS ARE Thichend Edge Between Co . 2 #5 Cont. I I ,—I N I' L O v CD Q SUBJECT TO ENGINEER'S REVIEW. I N I j F 36x36 o N o w LL- LjJ PROVIDE 3' x 3' CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL 8 I i F-24 I I rn � ~ �_ > CORNERS. THESE CORNER BARS SHALL BE THE SAME SIZE AS LONGITUDINAL BEAM BARS. f ----- --------- ---------------------------------- j O Lr) � o SEE DETAILS FOR ADDITIONAL INFORMATION. O'-0' I M_._....... _................... 7'-10° 4' 6' 4" -4" Lo _ I O Q Cu 5 TE DETAIL I ... .............................................................................................................................. J 0 V) Lo WELDED WIRE MESH: s-1 SCALE: 1" = 1'-0" _ c5 C5 I SHEET DESCRIPTION ----- ------------------------------------------ ------ —J a, WELDED WIRE MESH SHALL BE ASTM A-185, GRADE 65, FREE FROM OIL, SCALE, AND RUST, FOUNDATION AND SHALL BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP N ro SHALL BE ONE SPACE PLUS TWO INCHES. 2'-8" 16'-0" 2'-8" 3'-10" 9'-3" 7'-0`' PLAN U ro n I 21'-4" 8'-6" SCALE CID 4 a� N 20-0' , 1 /4=1 '-0' 49'-10„ 12 F 36x36 PROJECT NUMBER 2000- 4 EXTERIOR COL. 51'-10" DATE 0 S-1 SCALE: 3/4" = 1'-0" FOUNDATION PLAN 1 /4" - 1 ' AR�ELG &ASSOCIATES P.E. 'STRUCTURAL ENGINEERS #36958 SHEET NUMBER 3374 CORAL WAY 2 \ '• MIAMI, FLA. 33145 •0 (305)444-3557 LO L - rAl r, t