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00-0508-026 STRUCTURAL NOTES: 13. SHORING, RE-SHORING AND SAFETY PRACTICES: ALL SHORING AND RE-SHORING IS TO 5E DESIGNED AND SPECIFIED 5Y A FLORIDA REGISTERED -FOUNDATION SCHEDULE 1. GOVERNING CODES 4 STANDARDS: ENGINEER WHO SPECIALIZES iN FORMWORK DESIGN AND WHO HAS BEEN HIRED 5Y THE GENERAL DESIGN iN COMPLIANCE WITH THE FOLLOWING CODES: CONTRACTOR SHORING ENGINEER SHALL SUPERVISE ALL SHORING AND RE-SHORING INSTALLATIONS MARK SIZE REINFORCEMENT REMARKS A) SOUTH FLORIDA BUILDING CODE, MS4 EDITION. AND SHALL CERTIFY TO OUR OFFICE THEIR ADEQUACY PRIOR TO ANY POUR -- 5) ASCE -i-93, EXPOSURE C, IMPORTANCE FACTOR 1.05 OUR OFFICE DOES NOT POSSES, NOR PRESUMES TO POSSES, ANY KNOWLEDGE OR EXPERTISE IN = _ ,Ll: - tb i6'x 12' z - 5 CONT.W13 . 4'-m' Or- C) ACI 318-95 MATTERS RELATING TO J05 SAFETY, OSHA OR LA50R LAW REQUIREMENTS FOR A CONSTRUCTION - D) ACI 530-92 PROJECT. SAFETY AND COMPLIANCE WITH OSHA AND LA50R LAWS IS THE A58OLUTE uF - zm F 36' x 12' 3 - 5 CONY.W/3 O 4'-0'Or- 2. SOIL STATEMENT: RESPONS151LiTY OF THE GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRESS VISUAL EVALUATION OF EXISTING SOiL CONDITIONS INDICATE UN ISTURSED SAND AND THEM. COLUMN SCHEDULE ROCK WITH A MINIMUM ASSUMED SOIL SEARING PRESSURE OF 2000 P.S.F. NOTIFY OUR 14. DEMOLITION: REINFORCEMENT OFFICE IMMEDIATELY iF OTHER CONDITIONS ARE ENCOUNTERED. DEMOLITION OF EXISTING ELEMENTS MUST 5E DONE CAREFULLY SO AS TO AVOID DAMAGE TO MARK SiZE YERT8 TIES OR REMARKS 3. CONCRETE: REMAINING STRUCTURAL ELEMENTS. WHERE DRILLING IS INDICATED, EXTREME CARE MUST 5E TAKEN OR 13,CAL fe CAP tP A) COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS: TO LOCATE EXISTING REINFORCING AND NOT DAMAGE iT WHILE DRILLING. CONTRACTOR iS sC 9, x a, 2 - S 3 . a,oc. STARTER COL(SEE PLOW ALL CONCRETE 3,000 P.S.I. RESPONSIBLE FOR THE DESIGN OF SHORING SYSTEMS TO SUPPORT EXISTING STRUCTURE DURING 5).MAXiMUM SLUMP (U.O.N.): 4'+ 1' DEMOLITION WITHOUT OVERLOADING THE REMAINDER OF THE STRUCTURE. SHORING PLANS MUST 5E Tc 01 x 14 4 - S 3 • a, or- C) TESTS: A MINIMUM OF FIVE CONCRETE SPECIMENS SHALL 5E TAKEN FROM EACH ' SEALED 5Y A FLORIDA P.E. 50 CU. YDS. OR PORTION THEREOF. SPECIMENS SHALL 5E TESTED ACCORDING TO BEAM SCHEDULE ASTM C-3% ONE AT THREE DAYS, ONE AT 7 DAYS AND THREE AT 28 DAYS. NOTE: iF ONE GROUND FLOOR NOTES: ELEV. REINFORCEMENT TiES ©3 U-0x REMARKS OR MORE OF THE FIRST TWO CYLINDERS BROKEN AT 28 DAYS FAILS TO MEET SPECIFIED MARK SIZE TOP 130Tr. TOP c E t rto sP,ncn STRENGTH, HOLD THE THIRD ONE AND NOTIFY OUR OFFICE. 4• >z,EA. DROP• HEAD ADD ADD D) COVER: CONCRETE DEPOSITED AGAINST THE GROUND 3' 1.- Ground Floor consists of 4 concrete slab reinforced with 6 X 6 - W1.4/UJ1.4 TB-t a x tz �25-3 2 5 z 5 '3 CORNER z-3 aU K•tz' TIEb FORMED CONCRETE IN CONTACT WiTH THE GROUND 2' welded wire fabric on well-compacted fill over vapor barrier. See GROUND FLOOR SLA5 OVER TWO LAYERS OF VISQUEEN.1-1/2' STRUCTURAL NOTES this sheet and also details and schedules 5EAMS AND COLUMNS 1-1/2' 2.- Top of Footing Elevation = 1'-0' below slab or grade above it (Typica I SLA55 AND WALLS 3/4 unless otherwise noted). ALL CONCRETE SLA55 EXPOSED TO THE ELEMENTS MUST EITHER BE SEALED AFTER 3.- Column and wall centerline is footing centerline (U.O.N.). POURING OR INTEGRALLY WATERPROOFED iN THE MiX iN ORDER TO PREVENT WATER OR 4.- All 8' concrete block wa Its are reinforced with S -8 48'. ° 033 MOISTURE INTRUSION. COLUMNS AND WALL BELOW GRADE MUST 5E PROTECTED CONTINUOUSLY - 0331E-1) 033(1.-2) .25CL- WITH A WATERPROOFING MEMBRANE. OR CANTILEVER ' of- CRACKS iN CONCRETE ARE TO BE ANTICIPATED. G.C. SHALL 5E RESPONSIBLE FOR SEALING ROOF NOTES: WHICHEVER iS WHICHEVER IS GREATER GREATER AND FILLING ALL CRACKS. G.G. SHALL SU5MiT TO ENGINEER, IN WRITING, LOCATION AND 'E' 5AR OVER EXTERIOR SUPPORT g DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRS OF SAID CRACKS 1.- Roof Deck consists of 5/8' C.D.X. plywood sheathing nailed to the wood CANTILEVER . 5ARS CONTINUOUS TOP EARS 'C' BARS LEFT OR RIGHT STD. SO" HOOKS o PRiOR TO REPAIRS. trusses w/ 13d nails g 6' o.c. and w 4' o.c. to the edge ledgers. Provide o 4. REINFORCING STEEL: 3 lines minimum of continuous bottom truss bridging w/ 2 X 4 nailed to each A) REINFORCING 5ARS MUST CONFORM WiTH ASTM A-615, GRADE 60, truss w/ 2-Sd nails. All conections between girder trusses and trusses by 1 171 5) WELDED WIRE FAB 2. RIC MUST CONFORM WITH ASTM A-185 AND SUPPORTED ON SLAB truss manufacturer (see Loads STRUCTURAL NOTES). 50LSTERS SPACED AT 3'-0' MAXIMUM ON CENTER - Superimposed Loads: 111 M C) FABRICATION AND DETAILING ACCORDING TO ACI-315. Roof-----1..L. = 30 ps.f., D.L. = 25 ps.f. Roof uplift due to wind: as shown BOTTOM BARS CONTINUOUS ' I ' 5ARS o D) ALL ACCESSORIES TO HAVE UPTURNED LEGS AND 5E PLASTIC-DiPPED AFTER on plans EM5EDE0 12 BAR DIAM. EM5EDED 12 5AR DIAM. FABRICATION. 3.- All wood trusses and wood ,Joists to be anchored to concrete tie beams CANTILEVER ' L ' L - 1 L - 2 ' 5. STRUCTURAL STEEL: with Hughes PTC (N.O.A. 97-042 1.05) with 4-10d nails into plate and 9-10d A) CONFORMING TO ASTM A-36. STEEL TU5E COLUMNS CONFORMING TO ASTM A-500, GRADE 5. nails into strap. (Pup = 1365 lbs.) 5) 5OLTS CONFORMING TO 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 AND ASTM A-490 5OLTS1. o C) ALL EXPOSED STEEL MEMBERS (INCLUDING INSERTS AND CONNECTORS) TO 5E HOT-DIPPED TYPICAL STEEL PLACING DIAGRAM GALVANIZED. ALL OTHERS TO HAVE A MINIMUM 1.5 MIL OF RUST-INH151TING PAINT. TOUCH-UP AS REQUIRED AFTER ERECTION. N.t.S. D) FABRICATION AND ERECTION ACCORDING TO THE LATEST RISC SPECIFICATIONS. E) ALL WELDING TO 5E.PE1;;iZFORMED 5Y CERTIFIED WELDERS IN COMPLIANCE WiTH AWS ELECTRODES TO COMPLY WITH ASTM A-233 OR A-316, STORED AS PER AWS REQUIREMENTS. 6. WOOD: 4-3/4"4) EXP. 5OLT5 WOOD MEMBERS TO HAVE A MINIMUM F'5 OF 1200 P.S.I. WOOD TRUSSES MUST BE DESIGNED iN ACCORDANCE WiTH SOUTH FLORIDA BUILDING CODE PROVISIONS. SUBMIT SHOP DRAWINGS AND 2 - C-10x15.5 CALCULATIONS SEARING THE SEAL OF A FLORIDA STRUCTURAL ENGINEER DRAWINGS SHALL Aal GRADE IDENTIFY AND LOCATE ALL COMPONENTS AND SHALL SPECIFY MEM5ER SIZES, GRADES, BRACING (50TH PERMANENT AND FOR ERECTION PURPOSES), ANCHORAGE, CONNECTIONS AND C-10x 15.3 ALL OTHER NECESSARY FABRICATION AND ERECTION INFORMATION. ALL TRUSS-TO-TRUSS ® ® O O O CONNECTIONS TO 5E SUPPLIED 5Y TRUSS MANUFACTURER WOOD MEMBERS BEARING ON O CONCRETE 5EAMS SHALL HAVE AN APPROVED SEPARATING MATERIAL BETWEEN THE WOOD 1/8'4) EXP. MEMBERS AND THE CONCRETE. 1. MASONRY WALLS: Aa BOLTS 3/4'0 EXP. BOLTS A) MASONRY SHOWN IS SEARING AND MUST 5E ERECTED PRiOR TO THE STRUCTURE A50VE 20 [4' ,ro' 6 12' O.G. BEING ERECTED. 5) MORTAR MUST CONFORM WITH ASTM C-210, TYPE M (2,500 P.S.I.). EXP. BOLTS PM OF BLOCK UNITS = 2,500 P.S.i. C) PROVIDE STANDARD DUROWALL REINFORCING EVERY OTHER COURSE AND LAP AROUND CORNERS AND WALL INTERSECTIONS WITH PREFA5RiCATED 'L' AND 'T' CORNER SECTIONS. D) LAP ALL VERTICAL 5ARS 48 5AR DIAMETERS. FILL SPECIFIED CELLS WITH 3,000 P.S.I. EXIST. ENTRY PORCH A - A ASSOCIATES OFFICE CONCRETE PUMP MIX CONSOLIDATED IN MAXIMUM HEIGHTS OF FOUR FEET (ALTHOUGH WALL MAY 3/411 = 1'-0" 3/4" = 1'-01 3/4" 5E ERECTED HiGHER AT THAT POINT). PROVIDE CLEAN-OUT HOLES AT 50TTOM OF EACH REINFORCED CELL AT EVERY LiFT AT EVERY FLOOR E) REINFORCED MASONRY CONSTRUCTION AND TESTING TO COMPLY WiTH NCMA REINFORCED MASONRY CONSTRUCTION RECOMMENDATIONS AND THE SOUTH FLORIDA 5UILDING CODE. go F) GROUT IN REINFORCED CELLS MUST ACHIEVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 P.S.I. EXIST CONC. CMS. - ADDITIONALSTEEL REINFE o AT 28 DAYS.G) 5RACE ALL WALLS DURING CONSTRUCTION PRiOR TO STRUCTURE A50VE THEM BEING ERECTED. H) CRACKS IN MASONRY WALLS ARE TO BE ANTICIPATED. G.C. SHALL 5E RESPONSIBLE FOR URI FILLING AND SEALING ALL CRACKS. G.C. MUST SUBMIT TO ENGINEER IN WRITING, LOCATION., a DESCRIPTION AND SIZE OF ALL CRACKS AND PROPOSED METHODS FOR REPAIRING SAID CRACKS. 5 8. SOIL COMPACTION: FILL AND 5ACKFILL UNDER CONCRETE SLA55 ON GRADE MUST 5E COMPACTED TO A MINIMUM OF 9596 OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE AS DETERMINED 5Y THE MODIFIED PROCTOR TEST RAKED GONG. SEAM RAKED CON W/ 4 O5 CONY. N 05. BEAM IN Y. -9 48' (ASTM D-1557, METHOD D) GROUT-FILLED . W/ 2 05 CONT. 4 03 G 45' O.G. CELLS. DRILLED 8' 9. SLA55 ON GRADE: 4 03 6 48' O.C. TO 5E PLACED ON CLEAN, NON-ORGANIC GRANULAR FILL ON 8-MiL VISQUEEN VAPOR 5ARRIER AND DEEP 4 SET IN iN A 'CHECKERBOARD' SEQUENCE, EACH SEGMENT OF WHICH 19 NOT TO EXCEED A MAXIMUM AREA OF EPDXY 6 EXiST'G. a 625 SQ. FT., OR 30 LINEAR FEET iN ANY DIRECTION AND AT� ALL COLUMN LINES. PREMOLDED METAL BEAM. °- KEYED JOINTS (FULL SLA5 THICKNESS) MAY ALSO 5E USED. CUT WIRE FA5RiC AT ALL JOINTS. °- 10. APPROVALS: n A) SUBMIT SHOP DRAWINGS FOR ITEMS 4, 5 AND 6 A50VE. SU5MiT ONE PRINT AND ONE SEPIA OF Q EACH. CONTRACTOR WILL ISSUE PRINTS AS REQUIRED. ALL SHOP DRAWINGS, PRIOR TO 5EiNG SUBMITTED TO OUR OFFICE, MUST 5E STAMPED 5Y 50TH THE ARCHITECT AND THE G.C. AS 0 � . EVIDENCE OF THEIR PREVIOUS REVIEW. UNAUTHORIZED DUPLICATION OF OUR PLANS TO 5E �Q �� ,A19 PRESENTED AS PART OF THE SU5MiTTAL, iS STRICTLY FORBIDDEN. P`� �P 5) SUBMIT LA50RATORY REPORTS FOR ITEMS 3, 1 AND 8. 11. COORDINATION: S. 3 COORDINATE ALL DIMENSIONS, ELEVATIONS, OPENINGS AND DETAILS WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS. REPORT ANY CONFLICTS OR DISCREPANCIES TO OUR -i OFFICE. iN CASE OF CONFLICTS OR DISCREPANCIES, CONTRACTOR MUST ASSUME COSTLIER WINDOW 2 - 05 � EXISTING TIE BEAM SOLUTION DURING BIDDING UNLESS CLARIFICATION IS 05TAINED IN WRITING FROM THE ARCHITECT. Q OPENING 03 a 12° TiES saw an 12. OWNER, ARCHITECT AND CONTRACTOR NOTE: 2 - 05 033 a 6\" T IE S CHECKING OF SHOP DRAWINGS AND FiELD 05SERVATIONS OF THE INSTALLATION OF THE m 2-05 6 5OTT. REINFORCING (AND OTHER STRUCTURAL ELEMENTS) IN THE FIELD ARE REQUIRED IF THiS OFFICE iS TO 5E HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE 5UILDING. 2-0'6 6 50TT. 2- 1 TOP 8'x24' CONC. SEAM 8°x12' CONC. SEAM , GABLE END AT WINDOW GABLE END OVER EXIST. WALL NTS NTS